HYDRAULIC  TABLES 


SHOWING  THE   LOSS  OF  HEAD   DUE 

TO  THE   FRICTION    OF  WATER    FLOWING    IN 

POPES,   AQUEDUCTS,   SEWERS,   ETC. 

AND 

THE  DISCHARGE  OVER  WEIRS 


BY 

GARDNER   S.   WILLIAMS,  M.  AM.  Soc.  C.  E. 

Professor  of  Civil,  Sanitary  and  Hydraulic  Engineering,  University  of  Michigan 

AND 

ALLEN   HAZEN,  M.  AM.  Soc.  C.  E. 

Civil  Engineer 


FIRST   EDITION 
FIRST   THOUSAND 


or  THE 
UNIVERSITY 

OF 


NEW  YORK 

JOHN  WILEY   &   SONS 

LONDON  :  CHAPMAN  &  HALL,  LIMITED 

1905 


Go.  Ft   v      l^g»  ^aU  <\\ 

"^ 


Copyright,  1905 

BY 

GARDNER  S.  WILLIAMS  AND  ALLEN  HAZEN 


ROBERT  DRUMMOND,   PRINTER,  NEW  YORK 


XV 

~*~ 


CONTENTS. 


PAGE 

INTRODUCTION 1 

FORMULA  USED 1 

INCREASING  FRICTION  WITH  AGE,  HOW  COMPUTED,  AND  INDICATED  IN  THE 

TABLES 2 

OBSERVATIONS  OF  FLOW  IN  CAST-IRON  PIPE ' 4 

' '  "       "       "   RIVETED  STEEL  PIPE 5 

"  "       ' '       "  WOODEN-STAVE  PIPE. 5 

' '  "       "       ' '  RECTANGULAR  WOODEN  PIPE 6 

"  "       "       "  CEMENT  PIPE 6 

"  "       "       "  WROUGHT-IRON  PIPE 6 

' '  "       "       "  GALVANIZED-IRON  PIPE 6 

"  "       "       "   BRASS  PIPE 7 

"  "       "       "  LEAD  PIPE 7 

"  "       "       "  GLASS  PIPE 7 

"  "       "       "   FIRE-HOSE 7 

"  "       "       "  OPEN  CONDUITS 9 

"  "       "       "  AQUEDUCTS. 11 

"  "       "       "  BRICK  SEWERS 11 

"  "       "       "CANALS 11 

TABLE  OF  FLOW  IN  SMALL  BRASS  PIPES 15 

"        "       "       "  WROUGHT-IRON  PIPES 16-18 

"        "       "       "  HOSE  AND  PIPES 19-21 

"        "       "       "   PIPES,  4"  TO  144"  DIAMETER 22-48 

AQUEDUCTS,  RELATIVE  DISCHARGING  CAPACITY  OF 49 

TABLE  OF  FLOW  IN 50-51 

SEWERS,  TABLE  OF  SLOPES  REQUIRED  TO  PRODUCE  CERTAIN  VELOCITIES 52 

TILE  SEWER  TABLE 53-54 

CIRCULAR  BRICKSEWER  TABLE 55-57 

DECREASE  IN  CARRYING  CAPACITY  OF  CAST-IRON  PIPE  WITH  AGE 58 

COMPARISON  OF  RESULTS  WITH  THOSE  OF  COFFIN  AND  WESTON 59 

METRIC  PIPE  TABLE 60 

VENTURI  METER,  Loss  OF  HEAD  IN 61 

UNDERDRAINS,  FOR  SAND-FILTERS 62 

FLOW  OVER  WEIRS 63 

iii 


140668 


INTRODUCTION. 


THE  following  tables  show  the  flow  of  water  in  pipes  and  other  pas- 
sages, as  computed  by  the  Hazen-  Williams  hydraulic  slide-rule,  based 
upon  the  formula 

t;=cr°-63s°-540.001-0-04. 

The  most  commonly  used  formula  for  determining  the  velocity  of 
flow  of  water  in  pipes  and  channels  is  the  Chezy  formula,  namely, 


where  v  is  the  velocity  in  feet  per  second,  s  is  the  hydraulic  slope,  and 
r  the  hydraulic  radius  in  feet,  c  is  a  factor  the  value  of  which  is  an 
approximation  to  a  constant,  but  depends  upon  the  roughness  of  the 
pipe  and  upon  the  hydraulic  radius  and  slope.  The  variations  in  the 
value  of  c  are  considerable,  and  make  the  general  use  of  the  formula 
difficult. 

Kutter's  formula  was  devised  to  compute  the  value  of  c  in  the  Chezy 
formula.  The  value  of  c  so  computed  depends  upon  an  assumed  coeffi- 
cient of  roughness,  upon  the  slope,  and  upon  the  hydraulic  radius.  With 
the  same  degree  of  roughness  the  value  of  c  increases  with  the  hydraulic 
elope  and  with  the  hydraulic  radius.  This  is  because  the  exponents  used 
for  these  terms  in  the  formula  are  below  the  true  values.  If  the  expo- 
nents were  increased  to  correspond  more  nearly  with  the  facts,  the  varia- 
tions in  the  value  of  c  would  become  less.  If  exponents  could  be  selected 
agreeing  perfectly  with  the  facts,  the  value  of  c  would  depend  upon  the 
Toughness  only,  and  for  any  given  degree  of  roughness  c  would  then  be 
a  constant.  It  is  not  possible  to  reach  this  actually,  because  the  values 
of  the  exponents  vary  with  different  surfaces,  and  also  their  values  may 
not  be  exactly  the  same  for  large  diameters  and  for  small  ones,  nor  for 
steep  slopes  and  for  flat  ones.  Exponents  can  be  selected,  however, 
representing  approximately  average  conditions,  so  that  the  value  of  c 
for  a  given  condition  of  surface  will  vary  so  little  as  to  be  practically 
constant.  Several  such  /'exponential"  formulas  have  been  suggested. 
These  formulas  are  among  the  most  satisfactory  yet  devised,  but  their 
Use  has  been  limited  by  the  difficulty  in  making  computations  by  them. 


2  INTRODUCTION. 

This  difficulty  was  eliminated  by  the  use  of  a  slide-rule  constructed  for 
that  purpose. 

The  exponents  in  the  formula  used  were  selected  as  representing 
as  nearly  as  possible  average,  conditions,  as  deduced  from  the  best  avail- 
able records  of  experiments  upon  the  flow  of  water  in  such  pipes  and 
channels  as  most  frequently  occur  in  water-works  practice.  The  last 
term,  0.001  ~°-04,  is  a  constant,  and  is  introduced  simply  to  equalize  the 
value  of  c  with  the  value  in  the  Chezy  formula,  and  other  exponential 
formulas  which  may  be  used,  at  a  slope  of  0.001  instead  of  at  a  slope  of  1. 

The  slide-rules  were  furnished  by  Mr.  G.  G.  Ledcler,  9  Province 
Court,  Boston,  Mass.,  the  work  being  done  in  Germany.  Suitable  scales 
were  laid  out  and  the  position  of  each  graduation  was  computed  to  0.01 
millimeter.  The  drawings  were  then  engraved  upon  steel  and  reproduced 
upon  slide-rules  of  the  general  size  and  appearance  of  the  ordinary  10- 
inch  Mannheim  rule.  The  graduation  is  very  perfectly  done,  and  the 
accuracy  obtained  is  practically  that  which  can  be  secured  with  the 
ordinary  slide-rule  of  this  size. 

All  the  computations  of  figures  contained  in  this  volume,  except  a 
few  fundamental  ratios,  have  been  made  with  the  slide-rule,  and  only 
such  accuracy  has  been  sought  as  can  readily  be  obtained  by  this 
method  of  computation. 

This  formula  has  been  used  by  the  authors  for  some  time,  and  it  is 
hoped  that  the  tables  will  be  useful  to  those  not  accustomed  to  the  use 
of  the  slide-rule,  and  also  to  those  who  use  the  slide-rule,  as  a  reference 
showing  velocities  and  velocity  heads,  and  establishing  beyond  question 
the  position  of  the  decimal  point,  which  is  the  most  troublesome  feature 
in  the  use  of  the  slide-rule  to  beginners. 

These  tables  are  not  confined  to  a  single  value  of  the  coefficient  of 
roughness,  which  is  called  c.  Instead,  a  series  of  values  of  c  is  given  in 
the  various  columns,  and  under  each  are  placed  the  corresponding  losses 
of  head.  The  headings  also  indicate  in  a  general  way  the  class  of  pipe 
for  which  the  particular  coefficient  should  be  used,  but  these  indications 
are  only  general,  and  it  is  the  intention  to  leave  the  matter  so  that  users 
can  select  such  values  of  c  as  in  their  judgment 're present  the  particular 
conditions  upon  which  they  are  figuring. 

The  gradual  roughening  of  the  interior  of  cast-iron  pipe  is  one  of  the 
most  familiar  of  water-works  phenomena.  It  is  also  one  of  the  most 
difficult  to  compute.  In  a  general  way  it  may  be  said  that  in  a  series 
of  years,  which  is  not  long  compared  with  the  total  life  of  the  pipe,  the 
Toughening  of  the  surface  and  the  reduction  of  the  area  through  rusting 
and  tuberculation  reach  such  an  extent  that  twice  as  much  head  is 
consumed  in  sending  a  given  volume  of  water  through  it  as  was  the  case 
when  the  pipe  was  new. 

In  a  particular  set  of  foreign  tables,  based  on  the  Darcy  formula, 


INTRODUCTION.  3 

the  loss  of  head  is  given  for  new  pipe,  and  in  the  second  column,  desig- 
nated old  pipe,  a  figure  twice  as  large  is  given.  This  has  certain  advan- 
tages over  a  table  of  factors  to  be  applied  to  pipes  of  different  ages,  as 
has  been  done  in  several  American  publications,  because  it  is  less  apt  to 
be  forgotten;  and  while  it  is  a  crude  precedure,  it  keeps  in  mind  the 
fact  that  old  pipe  will  pass  very  much  less  water  than  new  pipe. 

In  this  volume  effort  has  been  made  to  put  this  subject  in  better 
shape.  It  is  a  difficult  matter  to  handle  adequately,  for  no  two  pieces 
of  iron  pipe  deteriorate  at  the  same  rate,  and  any  figures  given  are 
therefore  at  best  only  approximations  to  averages,  which  averages  may 
be  very  far  from  individual  cases.  . 

The  system  used  is  to  put  certain  figures  surrounded  by  circles  over 
the  columns.  This  mark  was  adopted  because  no  words  could  be  found 
sufficiently  concise  and-  at  the  same  time  accurate.  Over  the  column 
for  c=  140  are  placed  two  zeros  in  a  circle:  (oo).  That  indicates  that  this 
coefficient  is  obtained  with  the  very  best  cast-iron  pipe,  laid  perfectly 
straight,  and  when  new.  Over  c=  130  is  placed  one  zero  in  a  circle,  (o), 
and  this  is  the  value  that  can  be  fairly  counted  on  for  good  new  cast- 
iron  pipe.  Over  the  following  columns  are  placed  figures  in  circles. 
These  figures  show  the  age  in  years  at  which,  on  an  average,  as  nearly 
as  we  know,  cast-iron  pipe  will  reach  the  values  given  in  the  column 
underneath.  It  must  be  understood  that  these  are  necessarily  'very 
rough  approximations;  based  on  the  best  data  available,  which  are  prin- 
cipally for  soft  and  clear  but  unfiltered  river- waters.  Hard  waters  and 
lake  waters  will  often  attack  the  pipe  less  rapidly,  and  the  figures  must 
then  be  increased.  Sometimes  they  must  be  multiplied  by  two  or  more. 
Other  waters  will  corrode  the  pipes  more  rapidly  than  the  average,  and 
for  them  the  values  will  be  reached  more  quickly  than  the  figures  indi- 
cate. , 

The  divergence  with  different  castings  and  with  different  kinds  of 
water  is  greatest  in  the  smallest  pipes,  and  no  attempt  is  made  to  extend 
the  figures  in  the  circles  to  the  sizes  below  four  inches  in  diameter. 

Steel  pipes  tuberculate  and  corrode  in  much  the  same  manner  as 
cast-iron  pipes.  On  •» .account  of  the  rivets  and  in-and-out  joints  the 
average  value  of  c  is  lower  than  for  cast-iron  pipe.  The  data  at  hand 
indicate  a  value  of  110  for  new  pipe,  decreasing  in  the  course  of  about 
ten  years  to  100.  For  older  pipes,  as  far  as  the  present  data  go,  steel 
pipe  of  a  given  age  will  carry  the  same  quantity  of  water  as  cast-iron 
pipe  of  the  same  size  and  ten  years  older. 

On  the  Value  of  c. — In  the  Engineering  Record  of  March  28,  1903, 
was  published  by  the  authors  a  table  of  the  values  of  c  computed  from 
published  experiments  upon  the  friction  of  water  in  pipes  and  conduits 
of  various  kinds,  the  results  being  selected  as  the  most  reliable  available 
data.  This  table,  with  some  additions,  is  as  follows: 


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8  INTRODUCTION. 

In  a  general  way  it  may  be  said  that  for  cast-iron  pipe,  very  straight 
and  smooth,  c  may  be  as  high  as  140,  but  for  ordinary  conditions  130 
is  a  fair  value  for  new  pipe.  As  pipes  rust  and  become  dirty,  the  value 
of  c  decreases,  as  has  been  mentioned  above.  For  new  riveted  steel 
pipe  c  is  about  110. 

In  making  estimates  for  pipe-lines  where  the  carrying  capacity  after 
a  series  of  years,  rather  than  the  value  of  the  new  pipe,  is  the  controlling 
factor,  a  considerably  lower  value  of  c  must  be  used,  depending  upon 
the  amount  of  deterioration  which  is  contemplated.  A  fair  value  for 
general  computation  is  c=100  for  cast-iron  pipe  and  c  =  95  for  steel 
pipe,  but  for  small  iron  pipes  a  somewhat  lower  value  of  c  should  be 
taken.  In  the  pipe  tables  the  column  of  slopes  for  c=  100  is  printed 
in  heavier-faced  type  than  the  rest,  "as  these  values  are  the  ones 
which  will  probably  be  most  often  required.  Lead,  brass,  tin,  and 
glass,  and  other  pipe  presenting  perfectly  smooth  surfaces,  and  per- 
fectly straight,  will  give  values  of  c  up  to  140.  A  very  little  falling 
off  in  the  smoothness  will  reduce  the  value  of  c  to  130  and  120,  or 
even  less.  For  smooth  wooden  pipe  or  wooden-stave  pipe  120  seems  a 
fair  value.  For  masonry  conduits  of  concrete  or  plastered,  with  very 
smooth  surfaces,  when  clean,  values  of  c=140  may  be  observed.  Gen- 
erally such  surfaces  become  slime-covered,  reducing  the  value  of  c  to 
130  or  less  in  a  moderate  length  of  time;  and  if  the  surfaces  are  only  a 
little  less  smooth,  say  in  such  shape  as  is  represented  by  ordinary  good 
work,  the  value  of  c  is  reduced  to  120.  A  conservative  value  for  general 
use  with  first-class  masonry  structures  is  about  120.  For  brick  sewers 
much  lower  values  may  be  used,  and  c=100  seems  safe.  For  vitrified 
pipe  c=110  may  be  used.  It  must  be  understood  that  these  values  de- 
pend entirely  upon  the  smoothness  and  regularity  of  the  surfaces,  and 
are  likely  to  vary  in  individual  cases. 

This  formula  was  designed  primarily  for  computing  the  flow  of  water 
in  pipes.  It  seems  reasonably  well  adapted  for  computing  the  flow  in 
open  channels,  and  the  slide-rules  have  been  made  so  as  to  allow  this 
application.  A  table  has  been  prepared  to  show  the  application  of  this 
formula  to  the  most  reliable  experiments  upon  open  channels.  From 
the  data  therein  presented  the  investigator  may  determine  for  himself 
the  probable  accuracy  to  be  obtained  and  the  value  of  c  which  should  be 
used  in  a  given  case. 


INTRODUCTION. 


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INTRODUCTION. 


13 


Smooth  masonry.  Nearly  rect- 
angular. Bottom  width  3.9' 
Trapezoidal  rough  stone.  Little 
vegetation.  Bottom  width  4.2' 
Trapezoidal  with  earth  bottom 
and  mas*onry  sides.  Bottom 
width  7.1' 

Masonry  in  bad  order.  Vertical 
sides  and  circular  invert.  Bot- 
,  torn  width  6.6' 
Similar  to  last,  but  in  better  or- 
l  der.  Bottom  width  6.2' 
Similar.  Bottom  width  6.6' 
;_  Earth,  some  vegetation.  Form 
*  nearly  arc  of  circle 
i  Earth,  no  vegetation.  Trape- 
i  zoidal.  Bottom  width  6.5' 
1  Similar  to  last.  Bottom  width 
I  6.3' 
|  Trapezoidal  in  earth  with  vege- 
i  tation.  Bottom  width  3.7' 

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1!  i  !  f 

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14  INTRODUCTION. 

No  tables  to  show  the  application  of  these  results,  that  is  to  say, 
tables  corresponding  to  the  pipe  tables,  have  been  made  for  open  chan- 
nels. The  variations  in  the  conditions  of  depth,  width,  slope  and  char- 
acter of  bottom  and  sides  are  so  enormously  great  that  solution  of  each 
particular  problem  by  the  use  of  the  slide-rule  is  the  only  practical  way 
of  handling  the  subject. 

The  slide-rule  will  also  be  found  more  closely  applicable  to  actual 
conditions  in  pipes  than  any  tables,  because  it  gives  at  once  values  for 
conditions  falling  between  the  values  which  it  is  practicable  to  show  in 
the  tables,  and  its  use  is  therefore  to  be  recommended  in  all  cases  where 
close  computations  are  desirable. 

-  C 


MT 


4 


SMALL  BRASS  PIPES. 

c  =  130. 

MAY   ALSO    BE    USED    FOR    STRAIGHT    LEAD,    TIN,    AND    DRAWN-COPPER    PIPES. 


Diameter 
in 
Inches. 

Gallons 
Daily 
for  v  =  1 
Ft.  per 
Second. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

v  =  0.5' 

v  =  1.0'  • 

w  =  2.0' 

v  =  3.0' 

t,  =  4.0' 

v  =  5.0' 

0.03 

3.2 

1170 

2350 

4700 

7050 

9400 

11700 

0.04 

5.6 

660 

1310 

2620 

3940 

5250 

6600 

0.05 

8.8 

420 

840 

1680 

2520 

3370 

4350 

0.06 

12.7 

290 

580 

1170 

1750 

2340 

3520 

0.07 

17.3 

215 

430 

860 

1290 

1930 

2950 

'  0.08 

22.6 

164 

330 

660 

990 

1650 

2500 

0.09 

28.5 

130 

260 

5.20 

840, 

1440 

2200 

0.10 

35.3 

105 

210 

420 

750 

1270 

1940 

0.11 

42.7 

87 

174 

,   350 

670 

1140 

1730 

0.12 

51 

73 

146 

293 

605 

1030 

1560 

0.14 

69 

54 

108 

239 

505 

860 

1310 

0.16 

90 

41 

82 

202 

430 

740 

1120 

0.18 

114 

32 

65 

178 

375 

640 

980 

0.20 

141 

26 

52 

157 

333 

570 

860 

0.22 

171 

21 

43 

141 

300 

510 

770 

0.24 

203 

18 

36 

127 

270 

460 

700 

0.26 

238 

15 

32 

116 

245 

418 

640 

0.28 

277 

13 

30 

106 

225 

382 

580 

0.30 

317 

12 

27 

98 

209 

354 

540 

0.35 

432 

9 

23 

83 

175 

299 

450 

0.40 

564 

7 

19 

70 

149 

252 

385 

0.45 

714 

5 

17 

61 

130 

220 

335 

0.50 

880 

4.15 

15 

54 

114 

195 

295 

0.55 

1,070 

3.75 

13.4 

48 

102 

174 

265 

0.60 

1,270 

3.35 

12.1 

44 

92 

157 

240 

0.65 

1,490 

3.07 

11.0 

40 

84 

144 

220 

0.70 

1,730 

2.80 

10.1 

36 

77 

132 

200 

0.75 

1,990 

2.59 

9.4 

34 

71 

121 

184 

0.80 

2,260 

2.40 

8.7 

31 

66 

113 

170 

0.85 

2,550 

2.23 

8.1 

29 

62 

105 

159 

0.90 

2,860 

2.10 

7.6 

27 

58 

98 

148 

0.95 

3,180 

1.96 

7.1 

26 

54 

92 

139 

1.00 

3,525 

1.85 

6.7 

24 

51 

87 

131 

1.10 

4,250 

1.65 

6.0 

21 

46 

78 

117 

1.20 

5,080 

1.50 

5.4 

19 

41 

70 

106 

Note. — Figures  in  italics  are  below  the  critical  velocity  and  are  computed  by  the 
formula  v  =  475sd2    ~)  •  *  (temperature)  is  taken  as  50°  F. 

15 


SMALL  PIPE. 

WROUGHT-IRON-PIPE  SIZES. 


XT.TVWV* 

Discharge  in 
Gallons. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

.Nom- 
inal 
Size, 
Inches. 

Actual 
Diam- 
eter, 
Inches. 

Per 

Minute. 

Per  24 
Hours. 

Velocity, 
Feet  per 
Second. 

Very 
Smooth 
and 
Straight. 

Smooth 
New 
Iron. 

Ordi- 
nary 
Iron. 

Old 
Iron. 

Very 
Rough. 

c  =  140 

c  =  120 

c  =  100 

c=80 

c  =  60 

4 

0.270 

0.2 

.     288 

1.12 

33 

44 

62 

94 

158 

0.4 

576 

2.24 

118 

158 

220 

335 

570 

0.6 

864 

3.36 

250 

335 

470 

710 

1210 

0.8 

1,152 

4.48 

430 

570 

800 

1210 

2050 

1.0 

1,440 

5.60 

650 

860 

1210 

1830 

3100 

i 

0.364 

0.5 

720 

1.54 

42 

56 

78 

118 

200 

1.0 

1,440 

3.08 

150 

200 

280 

430 

730 

1.5 

2,160 

4.62 

320 

425 

600 

910 

1540 

2.0 

2,880 

6.16 

550 

730 

1030 

1550 

2600 

2.5 

3,600 

7.70 

830 

1100 

1530 

2320 

4000 

l 

0.494 

1 

1,440 

1.67 

34 

46 

64 

97 

165 

2 

2,880 

3.35 

125 

167 

233 

350 

600 

3 

4,320 

5.02 

260 

350 

490 

740 

1260 

4 

5,760 

6.70 

450 

600 

840 

1260 

2150 

5 

7,200 

8.37 

680 

900 

1260 

1900 

3250 

i 

0.623 

1 

1,440 

1.05 

11 

15 

21 

31 

53 

2 

2,880 

2.10 

40 

53 

74 

112 

192 

3 

4,320 

3.16 

85 

113 

158 

240 

410 

4 

5,760 

4.21 

'145 

192 

270 

410 

700 

5 

7,200 

5.26 

220 

290 

410 

620 

1050 

6 

8,640 

6.31 

310 

410 

570 

870 

1470 

7 

10,080 

7.37 

410 

540 

760 

1150 

1950 

8 

11,520 

8.42 

520 

700 

980 

1480 

2500 

9 

12,960 

9.47 

650 

860 

1210 

1830 

3100 

i 

10 

14,400 

10.52 

790 

1050 

1470 

2230 

3800 

i 

0.824 

2 

2,880 

1.20 

10 

14 

19 

29 

49 

3 

4,320 

1.80 

22 

29 

41 

61 

105 

4 

5,760 

2.41 

37. 

50 

70 

105 

180 

5 

7,200 

3.01 

56 

75 

105 

159 

270 

6 

8,640 

3.61 

79 

105 

147 

224 

380 

8 

11,520 

4.81 

135 

180 

250 

380 

650 

10 

14,400 

6.02 

205 

271 

380 

580 

980 

12 

17,280 

7.22 

285 

380 

530 

800 

1370 

15 

21,600 

9.02 

430 

570 

800 

1220 

2030 

20 

28,800 

12.03 

730 

970 

1360 

2060 

3500 

16 


SMALL  PIPE. 

WROUGHT-IRON-PIPE  SIZES. 


Nom- 
inal 
Size, 
Inches. 

Actual 
Diam- 
eter, 
Inches. 

Discharge  in 
Gallons. 

Velocity, 
Feet  per 
Second. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Per 
Minute. 

Per  24 
Hours. 

Very 
Smooth 
and 
Straight. 
c  =  140 

Smooth 
New 
Iron. 

c  =  120 

Ordi- 
nary 
Iroa. 

c  =  100 

Old 
Iron. 

c  =  80 

Very 

Rough. 

c  =  60 

1 

1.048 

3 

4,320 

1.12 

6.8 

9.0 

12.6 

19.0 

32 

4 

5,760 

1.49 

11.5 

15.2 

21.4 

32.3 

55 

5 

7,200 

1.86 

17.5 

23.2 

32.5 

49.1 

84 

6 

8,640 

2.23 

24.5 

32.5 

45.5 

69 

117 

8 

11,520 

2.98 

42.0 

55 

78 

117 

200 

10 

14,400 

3.72 

63 

84 

117 

177 

300 

12 

17,280 

4.46 

88 

117 

164 

250 

420 

14 

20,160 

5.20 

117 

155 

220 

330 

560 

16 

23,040 

5.95 

150 

200 

280 

420 

7-20 

18 

25,920 

6.69 

185 

250 

350 

520 

890 

20 

28,800 

7.44 

226 

301 

420 

640 

1090 

25 

36,000 

9.30 

340 

455 

640 

960 

1640 

30 

43,200 

11.15 

480 

640 

890 

1350 

2300 

35 

50,400 

13.02 

640 

850 

1190 

1800 

3080 

40 

57,600 

14.88 

820 

1090 

1520 

2300 

3900 

u 

1.380 

4 

5,760 

0.86 

3.0 

4.0 

5.7 

8.6 

14.5 

5 

7,200 

1.07 

4.5 

6.0 

8.4 

12.7 

21.8 

6 

8,640 

1.29 

6.4 

8.6 

12.0 

18.2 

31 

7 

10,080 

1.50 

8.5 

11.4 

15  9 

24 

41 

8 

11,520 

1.72 

11.0 

14.5 

20.3 

31 

53  - 

10 

14,400 

2.14 

16.5 

21.8 

30.5 

46 

79 

12 

17,280 

2.57 

23.0 

30.8 

43 

65 

110 

14 

20,160 

3.00 

30.8 

41 

57 

87 

148 

16 

23,040 

3.43 

39.2 

52 

73 

111 

189 

18 

25,920 

3.86 

49 

65 

91 

137 

235 

20 

28,800 

4.29 

60 

79 

111 

168 

286 

25 

36,000 

5.36 

89 

119 

166 

251 

430 

30 

43,200 

6.43 

126 

169 

235 

358 

610 

35 

50,400 

7.51 

168 

223 

312 

470 

800 

40 

57,600 

8.58 

214 

285 

400 

610 

1030 

50 

72,000 

10.72 

325 

432 

600 

920 

1560 

60 

86,400 

12.87 

450 

610 

850 

1290 

2200 

70 

100,800 

15.01 

610 

810 

1130 

1700 

2900 

80 

115,200 

17.16 

780 

1030 

1450 

2200 

3700 

90 

129,600 

19.30 

960 

1280 

1800 

2700 

4600 

17 


1J-INCH  WROUGHT-IRON  PIPE. 

(Actual  Diameter,  1.611.) 


Discharge  in  Gallons. 

Velocity, 
Feet  per 
Second. 

Loss  of  Head  in  Feet  per  1000  Teet  of  length 

Per 

Minute. 

4 

Per  24 
Hours. 

Very 
Smooth  anc 
Straight. 

c  =  140 

Smooth 
New  Iron. 

c  =  120 

Ordinary 
Iron. 

c  =  100 

Old 
Iron. 

c  =  8Q 

Very 
Rough. 

c  =  60 

5,760 

0.63 

1.42 

1.87 

2.62 

4.0 

6.8 

5 

7,200 

0.79 

2.13 

2.83 

3.98 

6.0 

10.3 

6 

8,640 

0.94 

2.98 

3.98 

5.6 

8.4 

14.3 

7 

10,080 

1.10 

3.97 

5.3 

7.4 

11:2 

19.2 

8 

11,520 

1.26 

5.1 

6.8 

9.5 

14.3 

24.2 

9 

12,960 

1.42 

6.3 

8.4 

11  8 

17.9 

30.6 

10  • 

14,400 

1.57 

7.7 

10.2 

14.3 

21.7 

36.6 

12 

17,280 

1.89 

10.8 

14.3 

20.1 

30.4 

52 

14 

20,160 

2.20 

14.3 

19.1 

26.8 

40.5 

69 

16 

23,040 

2.52 

18.3 

24.4 

34.1 

52 

88 

18 

25,920 

2.83 

22.8 

30.2 

42,4 

64 

109 

20 

28,800 

3.15 

27.8 

37 

52 

78 

134 

22 

31,680 

3.46 

33.0 

44 

62 

93 

159 

24 

34,560 

3.78 

38.8 

52 

73 

108 

185 

26 

37,440 

4.09 

45.1 

60 

84 

127 

217 

28 

40,320 

4.41 

52 

69 

97 

146 

248 

30 

43,200 

4.72 

59 

78 

110 

166 

282 

35 

50,400 

5.51 

78 

103 

147 

220 

374 

40 

57,600 

6.30 

100 

133 

188 

281 

480 

45 

64,800 

7.08 

124 

166 

232 

350 

600 

50 

72,000 

7.87 

152* 

202 

284 

428 

730 

55 

79,200 

8.66 

181 

240 

340 

510 

870 

60 

86,400 

9.44 

212 

281 

396 

600 

1020 

65 

93,600 

10.23 

246 

328 

459 

700 

1180 

70 

100,800 

11.02 

282 

376 

530 

800 

1360 

75 

108,000 

11.80 

321 

427 

600 

900 

1540 

80 

115,200 

12.59 

361 

480 

680 

1020 

1730 

85 

122,400 

13.38 

405 

540 

750 

1140 

1940 

90 

129,600 

14.17 

450 

600 

840 

1260 

2140 

95 

136,800 

14.95 

498 

660 

930 

1400 

2390 

100 

144,000 

15.74 

550 

730 

1020 

1540 

2620 

110 

158,400 

17.31 

650 

870 

1220 

1840 

3120 

120 

172,800 

18.89 

770 

1020 

1430 

2170 

3690 

130 

187,200 

20.46 

890 

1180 

1660 

2500 

4260 

140 

201,600 

22.04 

1020 

1360 

1900 

2880 

4890 

18 


2-INCH  PIPE  OR  HOSE. 

(Actual  diameter,  2.00  ins.) 


Discharge  in 
Gallons. 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Per 
Minute. 

Per  24 
Hours. 

Very 
Smooth 
and 
Straight 
Brass, 
Tin,  etc. 
c  =  140 

Ordi- 
nary 
Straight 
Brass, 
Tin,  etc. 

r  =  130 

Smooth 
New 
Iron. 

c  =  120 

Ordi- 
nary 
Iron. 

c  =  100 

Old 
Iron. 

Very 
Rough. 

c  =  60 

Badly 
Tuber- 
culated. 

c  =  40 

6 

8,640 

0.61 

0.01 

1.0 

1.2 

1.4 

2.0 

2.9 

5.0 

10.7 

8 

11,520 

0.82 

0.01 

1.8 

2.0 

2.4 

3.3 

5.0 

8.6 

18.2 

10 

14,400 

1.02 

0.02 

2.7 

3.1 

3.6 

5.0 

7.6 

12.9 

27.4 

12 

17,280 

1.23 

0.02 

3.8 

4.3 

5.0 

7.0 

10.7 

18.1 

38.5 

14 

20,160 

1.43 

0.03 

5.0 

5.8 

6.7 

9.4 

14.2 

24.1 

51 

16 

23,040 

1.63 

0.04 

6.4 

7.4 

8.6 

12.0 

18.2 

30.9 

66 

18 

25,920 

1.84 

0.05 

8.0 

9.2 

10.7 

14.9 

22.7 

38.6 

82 

20 

28,800 

2.04 

0.06 

9.8 

11.2 

12.  S 

18.2 

27.5 

46.8 

99 

25 

36,000 

2.55 

0.10 

14.8 

16.9 

19.6 

27.3 

41.6 

71 

150 

30 

43,200 

3.06 

0.15 

20.7 

23.8 

27.3 

38.4 

58 

99 

210 

/ 

35 

50,400 

3.57 

0.20 

27.5 

31.5 

36.6 

51  - 

78 

132 

280 

40 

57,600 

4.08 

0.26 

35.1 

40.2 

46.8 

66 

99 

168 

359 

45 

64,800 

4.60 

0.33 

43.8 

50 

58 

82 

123 

210 

446 

50 

72,000 

5.11 

0.40 

53 

61 

71 

99 

150 

257 

540 

55 

79,200 

5.62 

0.49 

64 

73 

84 

118 

179 

305 

640 

60 

86,400 

6.13 

0.58 

74 

86 

99 

139 

210 

359 

760 

65 

93,600 

6.64 

0.68 

86 

99 

115 

161 

244 

416 

880 

70 

100,800 

7.15 

0.79 

99 

114 

132 

184 

280 

477 

1010 

75 

108,000 

7.66 

0.91 

113 

129 

149 

209 

318 

540 

1150 

80 

115,200 

8.17 

1.04 

127 

146 

169 

237 

358 

610 

1280 

90 

129,600 

9.19 

1.31 

158 

182 

210 

294 

447 

760 

1610 

100 

144000 

10.21 

1.62 

192 

220 

256 

358 

540 

920 

1960 

lip 

158,400 

11.23 

1.96 

230 

262 

306 

429 

650 

1110 

2330 

120 

172,800 

12.25 

2.33 

271 

310 

360 

500 

760 

1300 

2760 

130 

187,200 

13.28 

2.73 

312 

360 

418 

580 

880 

1510 

3190 

140 

201,600 

14.30 

3.17 

360 

413 

479 

670 

1020 

1730 

3670 

150 

216,000 

15.32 

3.64 

407 

465 

540 

760 

1140 

1950 

4180 

160 

230,400 

16.34 

4.14 

460 

530 

610 

860 

1290 

2210 

4690 

170 

244,800 

17.36 

4.67 

520 

590 

690 

960 

1460 

2480 

5300 

180 

259,200 

18.38 

5.23 

570 

650 

760 

1070 

1620 

2730 

5800 

190 

273,600 

19.40 

5.84 

630 

720 

840 

1180 

1780 

3030 

6400 

200 

288,000 

20.42 

6.46 

690 

800 

920 

1290 

1960 

3330 

7100 

220 

316,800 

22.47 

7.82 

830 

950 

1110 

1540 

2340 

3990 

8400 

240 

345,600 

24.51 

9.31 

980 

1120 

1300 

1820 

2760 

4700 

9900 

260 

374,400 

26.55 

10.90 

1130 

1290 

1510 

2110 

3190 

5400 

11500 

19 


2HNCH  PIPE  OR  HOSE. 

(Actual  diameter,  2.50  ins.) 


Discharge  in 
Gallons. 

Velqc- 
ity  in 
Feet 

a    Pei>  , 

Second 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length 

Per 

Minute. 

Per  24 
Hours. 

Very 
Smooth 
and 
Straight 
Brass, 
Tin,  etc. 
c  =  140 

Ordi- 
nary 
Straight 
Brass, 
Tin,  etc. 

c  =  130 

Smooth 
New 
Iron. 

c  =  120 

Ordi- 
nary 
Iron. 

c  =  100 

Old 
Iron. 

c  =  80 

Very 
Rough. 

c  =  60 

Badly 
Tuber- 
culated. 

C  =  40 

8 

11,250 

0.52 

0.00 

0.6 

0.7 

0.8 

11 

1.7 

2.9 

6.1 

10 

14,400 

0.65 

0.01 

0.9 

1.0 

1.2 

17 

2.6 

4.3 

9.2 

12 

17,280 

0.78 

0.01 

1.3 

1.4 

1.7 

2.4 

3.6 

6.1 

12.9 

14 

20,160 

0.92 

0.01 

1.7 

2..0 

2.3 

32 

4.7 

8.2 

17.4 

16 

23,040 

1.05 

0.02 

2.2 

2.5 

2.9 

4.1 

6.2 

10.5 

22.2 

18 

25,920 

1.18 

0.02 

2.7 

3.1 

3.6 

5.0 

7.6 

12.9 

27.3 

20 

28,800 

1.31 

0.03 

3.3 

3.8 

4.3 

6.1 

9.2 

15.7 

33.2 

25 

36,000 

1.63 

0.04 

4.9 

5.7 

6.6 

9.2 

13.9 

23.7 

50 

30 

43,200 

1.96 

0.06 

6.9 

8.0 

9.2 

12.9 

19.5 

33.2 

70 

35 

50,400 

2.29 

0.08 

9.2 

10.6 

12.3 

17.2 

26.0 

44.1 

94 

40 

57,600 

2.61 

0.11 

11.8 

13.5 

15.7 

22  0 

33.2 

57 

120 

50 

72,000 

3.27 

0.17 

17.8 

20.6 

23.8 

33.2 

51 

86 

182 

60 

86,400 

3.92 

0.24 

24.9 

28.7 

33.2 

46  5 

70 

120 

254 

70 

100,800 

4.58 

0.33 

33.2 

38.1 

44.2 

62 

94 

160  x 

338 

80 

115,200 

5.23 

0.43 

42.5 

48.8 

56 

79 

120 

204 

433 

90 

129,600 

5.88 

0.54 

53 

61 

70 

98 

149 

254 

540 

100 

144,000 

6.54 

0.66 

64 

74 

86 

120 

182 

309 

660 

120 

172,800 

7.84 

0.95 

90 

103 

120 

168 

254 

433 

920 

140 

201,600 

9.15 

1.30 

120 

138 

159 

223 

339 

580 

1220 

160 

230,400 

10.46 

1.70 

156 

178 

207 

290 

440 

750 

1570 

180 

259,200 

11.76 

2.15 

191 

219 

254 

357 

540 

920 

1940 

200 

288,000 

13.07 

2.66 

232 

267 

309 

431 

660 

1120 

2370 

220 

316,800 

14.38 

3.22 

277 

318 

369 

520 

780 

1330 

2820 

240 

345,600 

15.69 

3.82 

330 

376 

438 

610 

920 

1570 

3340 

260 

374,400 

16.99 

4.48 

378 

432 

500 

700 

1070 

1810 

3860 

280 

403,200 

18.30 

5.20 

432 

497 

580 

810 

1220 

2080 

4400 

300 

432,000 

19.61 

5.98 

493 

570 

660 

920 

1390 

2370 

5000 

320 

460,800 

20.92 

6.80 

560 

640 

740 

1030 

1570 

2670 

5700 

340 

489,600 

22.22 

7.68 

620 

710 

820 

1160 

1750 

2980 

6400 

360 

518,400 

23.53 

8.60 

690 

790 

920 

1280 

1940 

3310 

7100 

380 

527,200 

24.84 

9.60 

780 

890 

1020 

1420 

2160 

3670 

7800 

400 

576,000 

26.14 

10.62 

840 

960 

1120 

1560 

2370 

4020 

8600 

420 

604,800 

27.45 

11.70 

920 

1050 

1220 

1710 

2590 

4400 

9300 

440 

633,600 

28.76 

12.85 

1000 

1150 

1330 

1860 

2810 

4800 

10200 

460 

662,400 

30.07 

14.00 

1110 

1260 

1460 

2050 

3100 

5300 

11200 

20 


3-INCH  PIPE. 

(Actual  diameter,  3.00  ins.) 


Discharge  in 
Gallons. 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Per 

Minute. 

Per  24 

Hours. 

Very 
Smooth 
and 
Straight 
Brass, 
Tin,  etc. 
c  =  140 

Ordi- 
nary 
Straight 
Brass, 
Tin,  etc. 

c  =  130 

Smooth 
New 
Iron. 

c  =  120 

Ordi- 
nary 
Iron. 

c  =  100 

Old 
Iron. 

c  =  80 

Very 
Rough. 

c  =  60 

Badly 
Tuber- 
culated. 

c  =  40 

10 

14,400 

0.45 

0.00 

0.37 

0.43 

0.50 

0.7 

1.0 

1.8 

3.8 

15 

21,600 

0.68 

0.01 

0.79 

0.91 

1.06 

1.5 

2.2 

3.8 

8.1 

20 

28,800 

0.91 

0.01 

1.35 

1.55 

1.80 

2.5 

3.8 

6.5 

13.8 

25 

36,000 

1.13 

0.02 

2.04 

2.34 

2.71 

3.8 

5.8 

9.8 

20.8 

30 

43,200 

1.36 

0.03 

2.87 

3.29 

3.81 

5.4 

8.1 

13.8 

29.2 

35 

50,400 

1.59 

0.04 

3.81 

4.38 

5.1 

7.1 

10.7 

18.3 

38.9 

40 

57,600 

1.82 

0.05 

4.89 

5.6 

6.5 

9.1 

13.8 

23.5 

49.7 

50 

72,000 

2.27 

0.08 

7.4 

8.5 

9.8 

13.8 

20.8 

35.5 

75 

60 

86,400 

2.72 

0.12 

10.3 

11.8 

13.7 

19.2 

29.1 

49.6 

105 

70 

100,800 

3.18 

0.16 

13.8 

15.8 

18.3 

25J 

38.8 

6<i. 

140 

80 

115,200 

3.63 

0.20 

17.6 

20.2 

23.4 

32.8 

49.6 

84 

179 

90 

129,600 

4.09 

0.26 

21.9 

25.1 

29.1 

40.8 

62 

105 

223 

100 

144,000 

4.54 

0.32 

26.7 

30.6 

35.2 

49.6 

75 

128 

271 

120 

172,800 

5.45 

0.46 

37.2 

42.8 

49.7 

70 

106 

179 

380 

140 

201,600 

6.35 

0.63 

49.6 

57 

66 

92 

139 

238 

510 

160 

230,400 

7.26 

0.82 

64 

73 

84 

118 

179 

306 

,650 

180 

259,200 

8.17 

1.04 

79 

91 

106 

148 

223 

380 

810 

200 

288,000 

9.08 

1.28 

96 

110 

128 

178 

271 

461 

980 

220 

316,800 

9.99 

1.55 

114 

132 

153 

213 

323 

550 

1170 

240 

345,600 

10.89 

1,84 

134 

154 

179 

251 

380 

650 

1370 

260 

374,400 

11.80 

2.16 

156 

179 

208 

291 

440 

750 

1590 

280 

403,200 

12.71 

2.51 

179 

206 

238 

334 

510 

860 

1830 

300 

432,000 

13.62 

2.88 

204 

233 

271 

380 

580 

980 

2080 

320 

460,800 

14.52 

3.28 

229 

263 

306 

428 

650 

1110 

2330 

340 

489,600 

15.43 

3.71 

257 

294 

342 

479 

720 

1230 

2610 

360 

518,400 

16.34 

4.15 

286 

328 

380 

530 

800 

1370 

2910 

380 

527,200 

17.25 

4.62 

317 

361 

420 

590 

890 

1520 

3210 

400 

576,000 

18.16 

5.11 

348 

399 

461 

650 

980 

1670 

3520 

420 

604,800 

19.06 

5.64 

380 

436 

510 

710 

1070 

1830 

3870 

440 

633,600 

19.97 

6.20 

414 

475 

550 

770 

1170 

1980 

4220 

460 

662,400 

20.88 

6.78 

449 

520 

600 

840 

1270 

2160 

4570 

480 

691,200 

21.79 

7.38 

488 

560 

650 

910 

1370 

2330 

4980 

500 

720,000 

22.70 

8.00 

530 

600 

700 

980 

1480 

2520 

5400 

550 

792,000 

24.96 

9.70 

620 

720 

830 

1170 

1770 

3010 

6400 

600 

864,000 

27.23 

11.50 

740 

840 

980 

1370. 

2070. 

3520. 

7400 

21 


or  THE 
UNIVERSITY 

nr 


4-INCH  PIPE. 


Discharge  in 
Gallons. 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet, 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Per 

Minute. 

Per  24 

Hours. 

(5) 

c  =  140 

c  =  130 

0 

c  =  120 

c  =  100 

© 

c  =  80 

c  =  60 

c  =  40 

20 

28,800 

0.51. 

0.00 

0.33 

0.38 

0.44 

0  62 

0.9 

1.6 

3.4 

25 

36,000 

0.64 

0.01 

0.50 

0.58 

0.67 

0  94 

1.4 

2.4 

5.1 

30 

43,200 

0.77 

0.01 

0.70 

0.81 

0.94 

1.32 

2.0 

'   3.4 

7.2 

35 

50,400 

0.89 

0.01 

0\94 

1.07 

1.24 

1  74 

2.6 

4.5 

9.6 

40 

57,600 

1.02 

0.02 

1.20 

1.38 

1.59 

2  23 

3.4 

5.8 

12.2 

50 

72,000 

1.28 

0.03 

1.82 

2.08 

2.41 

3.39 

5.1 

8.8 

18.5 

60 

86,400 

1.53 

0.04 

2.53 

2.91 

3.38 

4  72 

7.2 

12.2 

25.9 

70 

100,800 

1.79 

0.05 

3.38 

3.88 

4.50 

63 

9.5 

16.3 

34^ 

80 

115,200 

2.04 

0.06 

4.32 

4.97 

5.8 

8.1 

12.2 

20.8 

44 

90 

129,600 

2.30 

0.08 

5.4 

6.2 

7.2 

10.0 

15.2 

25.9 

55 

100 

144,000 

2.55 

0.10 

6.5 

7.5 

8.8 

12.2 

18.5 

31.3 

66 

120 

172,800 

3.06 

0.15 

9.2 

10.5 

12.2 

17  1 

25.8 

44 

93 

140 

201,600 

3.57 

0,20 

12.2 

14.0 

16.2 

22.8 

34.4 

59 

124 

160 

230,400 

4.08 

0.26 

15.7 

17.9 

20.8 

29.1 

44 

75 

159 

180 

259,200 

4.60 

0.33 

19.4 

22.2 

25.9 

36.1 

55 

93 

198 

200 

288,000 

5.11 

0.41 

23.7 

27.0 

31.2 

44 

66 

113 

240 

220 

316,800 

5.62 

0.49 

28.1 

32.2 

37.3 

52 

79 

135 

287 

240 

345,600 

6.13 

0.58 

33.0 

37.9 

44 

62 

93 

158 

337 

260 

374,400 

6.64 

0.69 

38.3 

44 

51 

72 

108 

184 

391 

280 

403,200 

7.15 

0.79 

44.0 

50 

59 

82 

124 

210 

448 

300 

432,000 

7.66 

0.91 

50 

57 

67 

93 

141 

240 

510 

320 

460,800 

8.17 

1.04 

56 

65 

75 

105 

158 

271 

580 

340 

489,600 

8.68 

1.17 

63 

72 

84 

117 

178 

303 

640 

360 

518,400 

9.19 

1.31 

70 

80 

93 

131 

197 

337 

710 

400 

576,000 

10.21 

1.62 

85 

98 

113 

160 

241 

410 

870 

450 

648,000 

11.49 

2.05 

107 

122 

141 

198 

299 

510 

1080 

500 

720,000 

12.77 

2.53 

129 

148 

172 

240 

362 

620 

1320 

550 

792,000 

14.04 

3.06 

153 

177 

205 

287 

433 

740 

1570 

600 

864,000 

15.32 

3.65 

181 

207 

240 

337 

510 

870 

1840 

650 

936,000 

16.59 

4.28 

209 

240 

279 

390 

590 

1010 

2130 

700 

1,008,000 

17.87 

4.96 

240 

276 

320 

449 

680 

1160 

2450 

750 

1,080,000 

19.15 

5.70 

272 

312 

362 

510 

770 

1310 

2790 

800 

1,152,000 

20.42 

6.48 

308 

352 

410 

570 

870 

1480 

3120 

850 

1,224,000 

21.70 

7.30 

343 

395 

458 

640 

970 

1650 

3510 

900 

1,296,000 

22.98 

8,20 

382 

439 

510 

710 

1080 

1840 

3900 

22 


5-INCH  PIPE. 


Discharge  in  Gallons. 

Veloc- 
ity in 
Feet 
per 

becoiid. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Per 
Minute. 

Per  24 
Hours. 

(oo) 

c  =  140 

© 

c  =  130 

0 

c  =  120 

n4\ 
c  =  100 

(z&\ 

c  =  80 

© 

c  =  60 

c  =  40 

30 

43,200 

0.49 

0.00 

0.24 

0.27 

0.31 

0.44 

0.67 

1.1 

2.4 

40 

57,600 

0.65 

0.01 

0.40 

0.46 

0.54 

0.75 

1.14 

1.9 

4.1 

50 

72,000 

0.82 

0.01 

0.61 

0.70 

0.81 

1.13 

1.72 

2.9 

6.2 

CO 

86,400 

0.98 

0.02 

0.86 

0.98 

1.13 

1.59 

2.41 

4.1 

8.7 

70 

100,800 

1.14 

0.02 

1.14 

1.31 

1.52 

2.12 

3.21 

5.5 

11.7 

'       80 

115,200 

1.31 

0.03 

1.46 

1.67 

1.94 

2.7J 

4.11 

7.0 

14.8 

90 

129,600 

1.47 

0.03 

1.82 

2.08 

2.41 

3.39 

5.1 

8.7 

18.5 

100 

144,000 

1.63 

0.04 

2.21 

2.53 

2.94 

4.11 

6.2 

*10.7 

22.5 

120 

172,800 

1.96 

0.06 

3.09 

3.54 

4.11 

5.8 

8.7 

14.8 

31.5 

140 

201,600 

2.29 

0.08 

4.11 

4.71 

5.5 

7.6 

11.6 

19.8 

41,9 

160 

230,400 

2.61 

0.11 

5.3 

6.0 

7.0 

9.8 

14.8 

25.2 

54 

180 

259,200 

2.94 

0.13 

6.6 

7.5 

8.7 

12.2 

18.4 

31.4 

67 

200 

288,000 

3.27 

0.17 

8.0 

9.1 

10.6 

14.8 

22.4 

38.1 

81 

220 

316,800 

3.59 

0.20 

9.5 

10.8 

12.6 

17.7 

26.8 

45.6 

96 

240 

345,600 

3.92 

0.24 

11.2 

12.8 

14.8 

20.8 

31.4 

•  54 

113 

260 

374,400 

4.25 

0.28 

12.9 

14.8 

17.2 

24.1 

36.7 

62 

132 

280 

403,200 

4.58 

0.33 

14.8 

17.0 

19.7 

27.7 

41.9 

72 

152 

300 

432,000 

4.90 

0.37 

16.8 

19.4 

22.5 

31.4 

47.7 

81 

172 

320 

460,800 

5.23 

0.42 

19.0 

21.8 

25.2 

35.4 

54 

91 

193 

350 

504,000 

5.72 

0.51 

22.4 

25.8 

29.9 

41.9 

63 

108 

229 

400 

576,000 

6.54 

0.66 

28.8 

32.9 

38.1 

54 

81 

138 

292 

450 

648,000 

7.35 

0.84 

35.8 

41.0 

47.5 

67 

101 

172 

364 

500 

720,000 

8.17 

1.04 

43.5 

49.9 

58 

81 

122 

209 

442 

550 

792,000 

8.99 

1.26 

52 

60 

69 

96 

146 

249 

530 

.   600 

864,009 

9.80 

1.49 

61 

70 

81 

113 

172 

292 

620 

650 

936,000 

10.62 

1.75 

71 

81 

94 

132 

199 

339 

720 

700 

1,008,000 

11.44 

2.03 

81  - 

93 

108 

151 

229 

388 

820 

750 

1,080,000 

12.26 

2.34 

92 

106 

123 

172 

260 

442 

940 

800 

1,152,000 

13.07 

2.66 

104 

119 

138 

194 

292 

499 

1060 

850 

1,224,000 

13.89 

2.99 

117 

133 

154 

217 

328 

560 

1180 

900 

1,296,000 

14.71 

3.36 

129 

148 

172  . 

240 

362 

620 

1320 

950- 

1,368,000 

15.52 

3.74 

143 

163 

190 

267 

402 

690 

1450 

1000 

1,440,000 

16.34 

4.15 

157 

180 

209 

292 

443 

750 

1600 

1100 

1,584,000 

17.97 

5.00 

187 

214 

249 

349 

530 

900 

1910 

1200 

1,728,000 

19.61 

5.96 

220 

251 

292 

409 

620 

1480 

2240 

23 


6-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 

Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Gallons 
S3r  24 
ours. 

Cubic 
Feet  per 
Second. 

© 

c  =  140 

© 

c  =  130 

© 

c  =  120 

c  =  100 

(so) 

c  =  80 

© 

c  =  60 

(95) 

c  =  40 

50,000 

0.0774 

0.39 

0.00 

0.13 

0.15 

0.17 

0.24 

0.36 

0.61 

1.3 

60,000 

0.0928 

0.47 

0.00 

0.18 

0.20 

0.24 

0.33 

0.51 

0.86 

1.8 

70,000 

0  .  1083 

0.55 

0.00 

0.24 

0.27 

0.32 

0.44 

0.67 

1.15 

2.4 

80,000 

0  .  1238 

0.63 

0.01 

0.30 

0.35 

0.41 

0.57 

0.86 

1.46 

3.1 

90,000 

0.1392 

0.71 

0.01 

0.38 

0.43 

0.51 

0.71 

1.07 

1.83 

a.9 

100,000 

0.1547 

0.79 

0.01 

0.46 

0.53 

0.61 

0.86 

1.30 

2.22 

4,7 

110,000 

0  .  1702 

0.87 

0.01 

0.55 

0.63 

0.73 

1.03 

1.55 

2J& 

o  •  (5 

120,000 

0.1857 

0.95 

0.01 

0.65 

0.74 

0.86 

1.21 

1.84 

3.11 

6.6 

140,000 

0.2166 

1.10 

0.02 

0.87 

0.99 

1.15 

1.62 

2.45 

4.17 

8.8 

160,000 

0.2476 

1.26 

0.02 

1.  1C 

1.26 

1.46 

2.06 

3.10 

5.3 

11.2 

180,000 

0.2785 

1.42 

0.03 

1.37 

1.57 

1.83 

2.56 

3.88 

6.6 

14.0 

200,000 

0.3094 

1.58 

0.04 

1.67 

1.91 

2.22 

3.10 

4.70 

8.0 

17.0 

220,000 

0.3404 

1.73 

0.05 

1.99 

2.29 

2.65 

3  71 

5.6 

9.6 

20.2 

240,000 

0.3713 

1.89 

0.06 

2.33 

2.69 

3.11 

4.35 

6.6 

11.2 

23.9 

260,000 

0.4023 

2.05 

0.07 

2.71 

3.10 

3.60 

5.0 

7.6 

13.0 

27.5 

280,000 

0.4332 

2.21 

0.08 

3.11 

3.58 

4.14 

5.8 

8.8 

15.0 

31.7 

300,000 

0.4642 

2.36 

0.09 

3.54 

4.06 

4.70 

6.6 

10.0 

17.0 

36.0 

350,000 

0.541 

2.76 

0.12 

4.70 

5.4 

6.3 

8.8' 

13.3 

22.5 

48.0 

400,000 

0.619 

3.15 

0.15 

6.0 

6.9 

8.0 

11.3 

17.0 

29.0 

62 

450,000 

0.696 

3.55 

0.19 

7.5 

8.6 

10.0 

14.0 

21.2 

36.0 

76 

Ar 

500,000 

0.774 

3.94 

0.24 

9.1 

10.4 

12.1 

16.9 

25.6 

43.8 

92; 

550,000 

0.851 

4.33 

0.29 

10.8 

12.4 

14.4 

20.1 

30.5 

52 

600,000 

0.928 

4.73 

0.35 

12.8 

14.6 

17.0 

23  8 

36.0 

61 

130  1 

650,000 

1.006 

5.12 

0.41 

14.7 

16.9 

19.6 

27  5 

41.6 

71 

150 

700,000 

1.083 

5.52 

0.47 

17.0 

19.5 

22.6 

31.6 

48.0 

82 

173 

800,000 

1.238 

6.30 

0.62 

21.6 

24.9 

28.9 

40.4 

61 

104 

221  1 

900,000 

1.392 

7.09 

0.78 

26.9 

30.9 

35.8 

50 

76 

129 

274 

1,000,000 

1.547 

7.88 

0.97 

32.9 

37.8 

43.8 

61 

93 

158 

334! 

1,100,000 

1.702 

8.67 

1.17 

39.2 

45.1 

52 

73 

111 

189 

400| 

1,200,000 

1.857 

9.46 

1.39 

46.0 

53 

61 

86 

130 

220 

470 

1,400,000 

2.166 

11.03 

1.89 

61 

70 

82 

114 

173 

295 

620 

1,600,000 

2.476 

12.61 

2.46 

78 

90 

104 

146 

221 

377 

800 

1,800,000 

2.785 

14.18 

3.12 

98 

112 

130 

182 

275 

470 

990 

2,000,000 

3.094 

15.76 

3.85 

119 

137 

159 

222 

337 

570 

1210 

2,200,000 

3.404 

17.34 

4.65 

141 

162 

188 

263 

400 

680 

1440 

24 


8-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Gallons 
per  24 
Hours. 

Cubic 
Feet  per 
Setond. 

© 

c  =  140 

© 

c  =  130 

c  =  120 

uo) 

© 

c  =  100 

c  =  80 

© 

c=60 

200,000 

0.3094 

0.89 

0.01 

0.41 

0.47 

0.55 

0.64 

0.77 

1.16 

1.98 

220,000 

0.3404 

0.98 

0.01 

0.49 

0.56 

0.65 

0.77 

0.92 

1.38 

2.35 

240,000 

0.3713 

1.06 

0.02 

0.58 

0.66 

0.77 

0.90 

1.07 

1.62 

2.78 

260,000 

0.4023 

1.15 

0.02 

0.67 

0.77 

0.89 

1.05 

1.25 

1.89 

3.21 

,280,000 

0.4332 

1.24 

0.02 

0.77 

0.88 

1.02 

1.20 

1.43 

2.16 

3.69 

300,000 

0.4642 

1.33 

0.03 

0.87 

1.00 

1.16 

1.36 

1.62 

2.46 

4.19 

320,000 

0.4951 

1.42 

0.03 

0.98 

1.13 

1.31 

1.54 

1.84 

2.78 

4.72 

340,000 

0.526 

1.51 

0.04 

1.10 

1.26 

1.46 

1.72 

2.05 

3.10 

5.3 

360,000 

0.557 

1.60 

0.04 

1.22 

1.40 

1.62 

1.91 

2.28 

3.44 

5.9 

380,000 

0.588 

1.68 

0.04 

1.35 

1.55 

1.80 

2.11 

2.51 

3.80 

6.5 

400,000 

0.619 

1.77 

0.05 

1.48 

1.70 

1.97 

2.32 

2.76 

4.20 

7.1 

450,000 

0.696 

1.99 

0.06 

1.85 

2.11 

2.45 

2.89 

3.43 

5.2 

8.9 

500,000 

0.774 

2.22 

0.08 

2.25 

2.58 

2.99 

3.50 

4.18 

6.3 

10.7 

,550,000 

0.851 

2.44 

0.09 

2.68 

3.07 

3.55 

4.19 

5.0 

7.6 

12.9 

5600,000 

0,928 

2.66 

0.11 

3.14 

3.61 

4.19 

4.91 

5.9 

8.9 

15.1 

650,000 

.006 

2.88 

0.13 

3.64 

4.18 

4.84 

5.7 

6.8 

10.3 

17.5 

700,000 

.083 

3.10 

0.15. 

4.19 

4.80 

5.6 

6.5 

7.8 

11.8 

20.0 

750,000 

'    .160 

3.32 

0.17 

4.73 

5.4 

6.3 

7.4 

8.8 

13.3 

22.8 

800,000 

.238 

3.55 

0.20 

5.3 

6.1 

7.1 

8.4 

9.9 

15.1 

25.7 

900,000 

.392 

3.99 

0.25 

6.7 

7.6 

8.9 

10.4 

12.4 

18.8 

32.0 

1,000,000 

1.547 

4.43 

0.30 

8.1 

9.  .3 

10.8 

12.7 

15.1 

23.0 

39.0 

1,100,000 

1.702 

4.88 

0.37 

9.6 

11.1 

12.8 

15.1 

18.0 

27.2 

46.2 

1,200,000 

1.857 

5.37 

0.44 

11.3 

13.0 

15.1 

17.7 

21.1 

32.0 

54 

1,300,000 
1,400,000 

2.011 
2.166 

5.76 
6.20 

0.52 
0.60 

13.1 
15.1 

15.1 
17.3 

17.5 
20.0 

20.5 
23.5^ 

ft 

37.0 
42.5 

63 

72 

1,600,000 

2.321 

6.65 

0.69 

17.0 

19.5 

22.6 

26.7 

«f.S 

48 

82 

1,600,000 

2.476 

7.09 

0.78 

19.2 

22.0 

25.5 

30.0 

35.8 

54 

93 

1,800,000 

2.785 

7.98 

0.99 

23.8 

27.2 

31.6 

37.1 

4~1>2  ' 

"67 

114 

2,000,000 

3.094 

8.86 

1.22 

29.0 

33.3 

38  .  7  * 

45.4 

54 

82 

140 

2,200,000 

3.404 

9.75 

1.47 

34.9 

40.0 

46.2 

54 

65 

98 

167 

2,400,000 

3.713 

10.64 

1.76 

41.0 

47 

55 

644- 

77 

116 

198 

2,600,000 

4.023 

11.52 

2.06 

47.5 

55 

63      ' 

74 

89 

134 

229 

2,800,000 

4.332 

12.41 

2.39 

55 

62 

73 

85 

102 

153 

261 

3,000,000 

4.642 

13.30 

2.74 

62 

71 

83 

97 

116 

175 

300 

3,200,000 

4.951 

14.18 

3.12 

70 

80 

93 

109 

130 

197 

336 

25 


10-INCH  PIPE, 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Gallons 
per  24 
Hours. 

Cubic 
Feet  per 
Second. 

(oo) 

c  =  140 

© 

c  =  130 

© 

c  =  120 

(LO\ 

c  =  110 

(9 

c  =  100 

c  =  80 

vv 

c  =  60 

300,000 

0.464 

0.85 

0.01 

0.29 

0.34 

0.39 

0.46 

0.55 

0.831     1.41 

320,000 

0.495 

0.91 

0.01 

0.33 

0.38 

0.44 

0.52 

0.62 

0.93      1.59 

340,000 

0.526 

0.96 

0.01 

0.37 

0.42 

0.49 

0.58 

0.69 

.04      1.78 

360,000 

0.557 

1.02 

0.02 

0.41 

0.47 

0.55 

0.64 

0  77 

.16      1.98 

380,000 

0.588 

1.08 

0.02 

0.45 

0.52 

0.60 

0.71 

0.85 

.28 

2.19 

400,000 

0.619 

1.13 

0.02 

0.50 

0.57 

0.66 

0.78 

0.93 

.40 

2.40 

450,000 

0.696 

1.28 

0.03 

0.62 

0.71 

0.83 

0.97 

1.16 

.75     3.00 

500,000 

0.774 

1.42 

0.03 

0.76 

0.87 

1.01 

1.18 

1.41 

2.13      3.63 

550,000 

0.851 

1.56 

0.04 

0.90 

1.03 

1.20 

1.41 

1.68 

2.55      4.34 

600,000 

0.928 

1.70 

0.04 

1.06 

1.21 

1.41 

1.65 

1.97 

3.00 

5.1 

650,000 

1.006 

1.84 

0.05 

1.23 

1.41 

1.64 

1.92 

2.29 

3.46 

5.9 

700,000 

1.083 

1.99 

0.06 

1.41 

1.62 

1.88 

2.21 

2.64 

4.00 

6.8 

750,000 

1  .  160  . 

2.13 

0.07 

1.60 

1.84 

2.14 

2.50 

3.00 

4.52 

,  7.7 

800,000 

1.238 

2.27 

0.08 

1.81 

2.08 

2.41 

2.83 

3  38 

5.1 

8.7  - 

900,000 

1.392 

2.55 

0.10 

2.24 

2.58 

3.00 

3.50 

4.18 

6.3 

10.8 

1,000,000 

1.547 

2.84 

0.12 

2.73 

3.13 

3.63 

4.27 

.51 

7.7 

13.1 

1,100,000 

1.702 

3.12 

0.15 

3.25 

3.72 

4.32 

5.1 

6.1 

9.2 

15.5 

1,200,000 

1.857 

3.40 

0.18 

3.82 

4.40 

5.1 

6.0 

7.1 

10.8 

18.4 

1,300,000 

2.011* 

3.69 

0.21 

4.44 

5.1 

5.9 

6.9 

8.3 

12.5 

21.4 

1,400,000 

2.166 

3.97 

0.24 

5.1 

5.8 

6.8 

8.0 

9.5 

14.4 

24.5 

1,500,000 

2.321 

4.26 

0.28 

5.8 

6.7 

7.7 

9.0 

10.8 

16.3 

27.9 

1,600,000 

2.476 

4.54 

0.32 

6.5 

7.5 

8.7 

10.2 

12  2 

18.5 

31.4 

1,800,000 

2.785 

5.11 

0.41 

8.1 

9.3 

10.8 

12.7 

15.1 

22.9 

39.0 

2,000,000 

3.094 

5.67 

0.50 

9.9 

11.3 

13.1 

15.4 

18  4 

27.8 

47.2 

2,200,000 

3.404 

6.24 

0.60 

11.7 

13.4 

15.6 

18.3 

21.8 

33.0 

56 

2,400,000 

3.713 

6.81 

0.72 

13.7 

15.7 

18.3 

21  A 

25  5 

38.7 

66 

2,600,000 

4.023 

7.38 

0.84 

16.0 

18.4 

21.3 

25.0 

29.9 

45.0 

77 

2,800,000 

4.332 

7.94 

0.98 

18.3 

21.0 

24.3 

28.6 

34  0 

51 

88 

3,000,000 

4.642 

8.51 

1.12 

20.8 

23.8 

27.6 

32.5 

38  6 

59 

100 

3,200,000 

4.951 

9.08 

1.28 

23.5 

27.0 

31.2 

36.8 

43.8 

66 

113 

3,400,000 

5.26 

9.65 

1.44 

26.3 

30.2 

35.0 

41.2 

49 

74 

127 

3,600,000 

5.57 

10.21 

1.62 

29.2 

33.5 

38.9 

45.5 

54 

82 

140 

3,800,000 

5.88 

10.78 

1.80 

32.5 

37.2 

43.1 

51 

60 

92 

156 

4,000,000 

6.  ^9 

11.35 

2.00 

35.5 

40.8 

47.3 

56 

66 

100 

171 

4,500,000 

6.96 

12.77 

2.52 

44.3 

51 

59 

69 

83 

125 

213 

26 


12-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Gallons 
per  24 
Hours. 

Cubic 
Feet  per 
Second. 

mo) 

c  =  140 

© 

c  =  130 

© 

c  =  120 

(10) 

c  =  100 

© 

Cf=90 

c=80 

100,000 

0.155 

0.20 

0.00 

0.02 

0.02 

0.02 

0.02 

0.03 

0.04 

0.04 

200,000 

0.309 

0.39 

0.00 

0.06 

0.07 

0.08 

0.09 

0.11 

0.13 

0.16 

300,000 

0.464 

0.59 

0.01 

0.12 

0.14 

0.16 

0.19 

0.22 

0.27 

0.34 

400,000 

0.619 

0.79 

0.01 

0.20 

0.24 

0.27 

0.32 

0.38 

0.47 

0.58 

500,000 

0.774 

0.99' 

0.02 

0.31 

0.36 

0.41 

0.48 

0.58 

0.71 

0.88 

600,000 

0.928 

1.18 

0.02 

0.44 

0.50 

0.58 

0.68 

0.81 

0.99 

1.23 

700,000 

1.083 

1.38 

0.03 

0.58 

0.66 

0.77 

0.91 

.1.08 

1.32 

1.64 

800,000 

1.238 

1.58 

0.04 

0.74 

0.85 

0.99 

1.15 

1.38 

1.68 

2.09 

900,000 
1,000,000 

,1.392 
1.547 

1.77 
1.97 

0.05 
0.06 

0.92 
1.12 

1.06 
1.29 

1.23 
1.50 

1.45 

1.76 

1.72 
2.10 

2.10 
2.57 

2.61 
3.18 

1,100,000 

1.702 

2.17 

0.07 

1.34 

1.54 

1.79 

2.10 

2.50 

3.04 

3.79 

1,200,000 

1.857 

2.36 

0.09 

1.58 

1.81 

2.10 

2.47 

2.94 

3.58 

4.45 

1,300,000 

2.011 

2.56 

0.10 

1.83 

2.10 

2.43 

2.85 

3.40 

4.14 

5.2 

1  400,000 

2.166 

2.76 

0.12 

2.10 

2.40 

2.79 

3.26 

3.90 

4.76 

5.9 

J  1,500,000 

2.321 

2.96 

0.14 

2.39 

2.73 

3.17 

3.71 

4.43 

5.4 

6.7 

1,600,000 

2.476 

3.15 

0.15 

2.69 

3.09 

3.58 

4.20 

5.0 

.6.1 

7.6 

1,700,000 

2.630 

3.35 

0.17 

3.00 

3.45 

4.00 

4.69 

5.6' 

6.8 

5,  '•  6  .  5 

1,800,000 

2.785 

3.55 

0.20 

3.33 

3.82 

4.43 

5.2 

6.2 

7.6 

9.4 

1,900,000 

2.940 

3.74 

0.22 

3.70 

4.24 

4.92 

5.8 

6.9 

,    8.4 

10.4 

2,000,000 

3.094 

3.94 

0.24 

4.06 

4.65 

5.4 

6.4 

7.6 

9.2 

11.5 

2,200,000 

3.404 

4.33 

0.29 

4.85 

5.6 

6.5 

7.6 

9.0 

10.9 

13.7 

2;400,000 

3.713 

4.73 

0.35 

5.7 

6.5 

7.6 

8.9 

10.5 

12.8 

16.0 

2,600,000 

4.023 

5.12 

0.41 

6.6 

7.6 

8.8 

10.3 

12.3 

15.0 

18.6 

2,800,000 

4.332 

5.52 

0.47 

7.6 

8.7 

10.1 

11.9 

14.1 

17.2 

21.5 

~3,000,000 

4.642 

5.91 

0.54 

8.6 

9.9 

11.5 

13.5 

16.0 

19.4 

24.3 

3,500,000 

5.41 

6.89 

0.74 

11.4 

13.2 

15.3 

17.9 

21.3 

26.0 

32.3 

4,000,000 

6.19 

7.88 

0.96 

14.5 

16.6 

19.3 

22.6 

27.0 

33.2 

41.0 

4,500,000 

6.96 

8.87 

1.22 

18.0 

20.6 

24.0 

28.2 

33.6 

41.2 

51 

5,000;000 

7.74 

9.85 

1.50 

22.0 

25.1 

29.2 

34.3 

41.0 

50.0 

62 

5,500,000 

8.51 

10.84 

1.82 

26.5 

30.3 

35.1 

41.4 

49.4 

60 

75 

6,000,000 

9.28 

11.82 

2.17 

31.1 

35.7 

41.4 

48.8 

58 

70 

88 

7,000,000 

10.83 

13.79 

2.96 

41.2 

47.2 

55 

65 

77 

94 

116 

8,000,000 

12.38 

15.76 

3.86 

53 

61 

71 

83 

99 

121 

150 

9,000,000 

13.92 

17.73 

4.89 

66 

75 

87 

103 

122 

148 

185 

10,000,000 

15.47 

19.70 

6.03 

81 

93 

107 

126 

150 

183 

228 

27 


16-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 

o  per  , 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Gallons 
per  24 
Hours. 

Cubic 
?eet  per 
Second. 

v*y 

c  =  140 

© 

c  =  130 

© 

c  =  120 

(rn 

c  =  110 

U8\ 
c  =  100 

© 

c=90 

(39) 

c  =  80 

200,000 

0.309 

0.22 

0.00 

0.014 

0.016 

0.019 

0.022 

0.026 

0.03 

0.04 

400,000 

0.619 

0.44 

0.00 

0.051 

0.058 

0.068 

0.080 

0.095 

0.12 

0.14 

600,000 

0.928 

0.66 

0.01 

0.108 

0.124 

0.143 

0.169 

0  201 

0.24 

0.30 

800,000 

1.238 

0.89 

0.01 

0.183 

0.210 

0.242 

0.287 

0.340 

0.41 

0.52 

1,000,000 

1.547 

1.11 

0.02 

0.278 

0.319 

0.369 

0.434 

0.52 

0.63 

0.78 

1,200,000 

1.857 

1.33 

0.03 

0.389 

0.446 

0.52 

0.61 

0.72 

0.88 

1.09 

1,400,000 

2.166 

1.55 

0.04 

0.52 

0.60 

0.69 

0.81 

0.96 

1.18 

1.47 

1,600,000 

2.476 

1.77 

0.05 

0.66 

0.76 

0.88 

1.03 

1  23 

1.50 

1.87 

1,800,000 

2.785 

1.99 

0.06 

0.82 

0.95 

1.09 

1.28 

1.53 

1.87 

2.32 

2,000,000 

3.094 

2.22 

0.08 

1.00 

1.15 

1.33 

1.57 

1.87 

2.28 

2.82 

2,200,000 

3.404 

2.44 

0.09 

1.19 

1.37 

1.59 

1.87 

2.22 

2.71 

3.35 

2,400,000 

3.713 

2.66 

0.11 

1.41 

1.62 

1.87 

2.19 

2  62 

3.19 

3.98 

2,600,000 

4.023 

2.88 

0.13 

1.63 

1.87 

2.17 

2.55 

3  03 

3.69 

4.60 

2,800,000 

4.332 

3.10 

0.15 

1.87 

2.15 

2.49 

2.92 

3.49 

4.24 

5.3 

3,000,000 

4.642 

3.32 

0.17 

2.12 

2.43 

2.83 

3.32 

3.98 

4.81 

6.0 

3,200,000 

4.951 

3.55 

0.19 

2.39 

2.75 

3.19 

3.75 

4.46 

5.4 

6.8 

3,400,000 

5.26 

3.77 

0.22 

2.69 

3.08 

3.57 

4.19 

4  99 

6.1 

7.6 

3,600,000 

5.57 

3.99 

0.25 

2.98 

3.42 

3.97 

4.65 

5.6 

6.8 

8.4 

3,800,000 

5.88 

4.21 

0.28 

3.29 

3.78.. 

4.38 

'5.1 

6.2 

7.4 

9.3 

4,000,000 

6.19 

4.43 

0.31 

3.61 

4.15 

4.80 

5.6 

6.8 

8.2 

10.2 

-4,500,000 

6.96 

4.99 

0.39 

4.50 

5.2 

6.0 

7.0 

8.4 

10.2 

12.7 

5,000,000 

7.74 

5.54 

0.48 

5.5 

6.3 

7.3 

8.6 

10.2 

12.4 

15.4 

5,500,000 

8.51 

6.09 

0.58 

6.6 

7.5 

8.7 

10.2 

12.2 

14.8 

18  .-4. 

6,000,000 

9.28 

6.65 

0.69 

7.7 

8.8 

10.2 

12.0 

14  3 

17.4 

21.7 

6,500,000 

10.06 

7.20 

0.81 

8.9 

10.2 

11.8 

13.9 

16.6 

20.2 

25.1 

7,000,000 

10.83 

7.76 

0.93 

10.2 

11.7 

13.6 

15.9 

19.0 

23.2 

28.8 

7,500,000 

11.60 

8.31 

1.08 

11.6 

13.3 

15.4 

18.1 

21.7 

26.2 

32.8 

8,000,000 

12.38 

8.86 

1.22 

13.1 

14.9 

17  A 

20.3 

24.2 

29,6 

36.9 

9,000,000 

13.92 

9.97 

1.54 

16.3 

18.6 

21.7 

25.2 

30.2 

36.9 

45.9 

10,000,000 

15.47 

11.08 

1.90 

19.8 

22.6 

26.2 

30.9 

36.8 

45.0 

56 

11,000,000 

17.02 

12.19 

2.30 

23.6 

27.0 

31.2 

36.9 

44.0 

54 

66 

12,000,000 

18.  57 

13.30 

2.74 

27.8 

31.8 

36.9 

43.2 

52 

63 

78 

13,000,000 

20.11 

14.40 

3.22 

32.1 

36.8 

42.8 

50 

60 

73 

90 

14,000,000 

21.66 

15.51 

3.73 

36.9 

42.2 

49.6 

58 

68 

83 

103 

15,000,000 

23.21 

16.62 

4.29 

41.9 

48.0 

56 

66 

78 

95 

117 

28 


20-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 

„  per  , 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Gallons 

per  24 
Hoars. 

Cubic 
Feet  per 
Second. 

© 

c  =  140 

© 

c  =  130 

© 

c  =  120 

Mm 

c  =  110 

(19) 
c  =  100 

(zs\ 

c  =  90 

^*) 

c  =  80 

400,000 

0.619 

0.28 

0.00 

0.017 

0.020 

0.023 

0.027 

0.032 

0.039 

0.048 

600,000 

0.928 

0.43 

0.00 

0:037 

0.049 

0.049 

0.057 

0.068 

0.083 

0.103 

800,000 

1.238 

0.57 

0.00 

0.062 

0.071 

0.082 

0.097 

0.115 

0.140 

0.174 

1,000,000 

1.547 

0.71 

0.01 

0.094 

0.107 

0.124 

0.146 

0.174 

0.211 

0.263 

1,200,000 

1.857 

0.85 

0.01 

0.131 

0.150 

0.174 

0.205 

0.243 

0.297 

0.370 

1,400,000 

2.166 

0.99 

0.02 

0.174 

0.200 

0.232 

0.273 

0.326 

0.396 

0.491 

1,600,000 

2.476 

1,13 

0.02 

0.223 

0.257 

0.298 

0.349 

0.416 

0.51 

0.63 

1,800,000 

2.785 

1.28 

0.03 

0.278 

0.319 

0.370 

0.435 

0.52 

0.63 

0.78 

2,000,000 

3.094 

1.42 

0.03 

0.339 

0.389 

0.449 

0.53 

0.63 

0.76 

0.96 

2,500,000 

3.868 

1.77 

0.05 

0.51 

0.58 

0.68 

0.80 

0.95 

1.16 

1.44 

3,000,000 

4.642 

2.13 

0.07 

0.72 

0.82 

0.95 

1.12 

1.33 

1.61 

2.02 

3,500,000 

5.41 

2.48 

0.10 

0.95 

1.09 

1.27 

1.49 

1.78 

2.16 

2.69 

4,000,000 

6.19 

2.84 

0.13 

1.22 

1.39 

1.62 

1.90 

2.28 

2.77 

3.44 

4,500,000 

6.96 

3.19 

0.16 

1.52 

1.74 

2.02 

2.38 

2.83 

3.44 

4.29 

5,000,000 

7.74 

3.55 

0.20 

1.84 

2.11 

2.45 

2.88 

3.43 

4.18 

5.2 

5,500,000 

8.51 

3.90 

0.24 

2.20 

2.52 

2.92 

3.43 

4.09 

4.98 

6.2 

6,000,000 

9.28 

4.26 

0.28 

2.59 

2.97 

3.44 

4.03 

4.81 

5.8 

7.3 

6,500,000 

10.06 

4.61 

0.33 

3.00 

3.43 

3.99 

4.68 

5.6 

6.8 

8.4 

7,000,000 

10.83 

4.96 

0.38 

3.43 

3.95 

4.58 

1  5.4 

6.4 

7.8 

9.7 

7,500,000 

11.60 

5.32 

0.44 

3.90 

4.48 

5.2, 

6.1 

7.3 

8.8 

11.0 

8,000,000 

12.38 

5.67 

0.50 

4.39 

5.1 

5.8 

6.9 

'8.2 

10.0 

12.4 

8,500,000 

13.15 

6.03 

0.56 

4.91 

5.6 

6.6 

7.7 

9.2 

11.2 

13.8 

9,000,000 

13.92 

6.38 

0.63 

5.5 

6.3 

7.3 

8.6 

10.2 

12.4 

15.4 

9,500,000 

14.70 

6.74 

0.71 

6.0 

6.9 

8.0 

9.4 

11.3 

13.7 

17.1 

10,000,000 

15.47 

7.09 

0.78 

6.6 

7.6 

8.9 

10.4 

12.4 

15.1 

18.7 

11,000,000 

17.02 

7.80 

0.94 

7.9 

9.1 

10.6 

12.4 

14.8 

18.0 

22.4 

12,000,000 

18.57 

8.51 

1.12 

9.4 

10.7 

12.4 

14.6 

17.4 

21.1 

26.2 

13,000,000 

20.11 

9.22 

1.32 

10.8 

12.4 

14.4 

16.9 

20.1 

24.4 

30.4 

14,000,000 

21.66 

9.93 

1.53 

12.4 

14.2 

16.5 

19.4 

23.1 

28.1 

35.0 

15,000,000 

23.21 

10.64 

1.76 

14.1 

16.2 

18.8 

22.0 

26.2 

32.0 

39.8 

16,000000 

24.76 

11.35 

2.00 

15.8 

18.2 

21.1 

24.8 

29.6 

36.0 

44.8 

17,000,000 

26.30 

12.06 

2.25 

17.7 

20.4 

23.8 

27.9 

33.1 

40.2 

50 

18,000,000 

27.85 

12.77 

2.53 

19.7 

22.7 

26.2 

30.9 

36.8 

44.7 

56 

19,000,000 

29.40 

13.47 

2.82 

21.8 

25.0 

29.1 

34.1 

40.7 

49.5 

62 

20,000,000 

30.94 

14.18 

3.13 

24.0 

27.6 

32.0 

37.5 

44.8 

54 

68 

29 


24-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Gallons 
per  24 
Hours. 

Cubic 
Feet  per 
Second. 

(oo\ 

c  =  140 

© 

c-130 

© 

c  =  120 

© 

c  =  100 

c  =  90 

c=80 

500,000 

0.774 

0.25 

0.00 

0.011 

0.012 

0.014 

0.017 

0.020 

0.024 

0.030 

1,000,000 

1.547 

0.49 

0.00 

0.038 

0.044 

0.051 

0.060 

0.072 

0.087 

0.108 

1,500,000 

2.321 

0.74 

0.01 

0.082 

0.093 

0.108 

0.128 

0.152 

0.185 

0.230 

2,000,000 

3.094 

0.98 

0.01 

0.138 

0.159 

0.185 

0.218 

0.259 

0,314 

0.391 

2,500,000 

3.868 

1.23 

0.02 

0.210 

0.240 

0.279 

0.328 

0.390 

0.474 

0.59 

3,000,000 

4.642 

1.48 

0.03 

0.293 

0.338 

0.391 

0.459 

0.55 

0.66 

0.83 

3,500,000 
/  4,000,000 

5.41 
6.19 

1.72 
1.97 

0.03 
0.05 

0.391 
0.50 

0.449 
0.58 

0.52 
0.67 

0.61 
0.78 

0.73 
0.93 

0.89 
1.13 

1.11 
1.42 

4,500,000 

6.96 

2.22 

0.06 

0.62 

0.72 

0.83 

0.98 

1.16 

1.42 

1.76 

5,000,000 

7.74 

2.46 

0.09 

0.76 

0.87 

1.02 

1.18 

1.41 

1.72 

2.14 

5,500,000 

8.51 

2.71 

0.11 

0.90 

1.03 

1.21 

1.42 

1.68 

2.05 

2.56 

6,000,000 

9.28 

2.96 

0.14 

1.06 

1.22 

1.42 

1.66 

1  97 

2.41 

2.99 

6,500,000 

10.06 

3.20 

0.16 

1.23 

1.41 

1.64 

1.93 

2.29 

2.79 

3.48 

7,000,000 

10.83 

3.45 

0.18 

1.41 

1.62 

1.88 

2.21 

2.63 

3.20 

3.98 

7,500,000 

11.60 

3.69 

0.21 

1.61 

1.84 

2.13 

2.51 

2.98 

3.63 

4.52 

8,000,000 

12.38 

3.94 

0.24 

1.81 

2.07 

2.41 

2.83 

3.38 

4.09 

5.1, 

8,500,000 

13.15 

4.19 

0.27 

2.02 

2.32 

2.68 

3.16 

3  77 

4.58 

5.7 

9,000,000 

13.92 

4.43 

0.31 

2.26 

2.58 

2.99 

3.52 

4.20 

5.1 

6.4 

9,500,000 

14.70 

4.68 

0.34 

2,48 

2.85 

3.31 

3.89 

4.62 

5.6 

7.0 

10,000,000 

15.47 

4.92 

0.38 

2.73 

3.12 

3.63 

4.28 

5.1 

6.2 

7.7 

11,000,000 

17.02 

5.42 

0.46 

3.26 

3.74 

4.33 

5.1 

6.1 

7.4 

9.2 

12,000,000 

18.57 

5.91 

0.54 

3.82 

4.39 

5.1 

6.0  • 

7.1- 

8.7. 

10.8 

13,000,000 

20.11 

6.40 

0.64 

4.45 

5.1 

5.9 

6.9- 

.83 

10.1 

12.6 

14,000,000 

21.66 

6.89 

0.74 

5.1* 

5.8 

6.8 

8.0 

9.5 

11.6 

14.3 

15,000,000 

23.21 

7.39 

0.85 

5.8 

6.6 

7.7 

9.1 

10.8 

13.2 

16.3 

16,000,000 

24.76 

7.88 

0.96 

'6.6 

7.5 

8.7 

10.2 

12  2 

14.8 

18.4 

17000,000 

26.30 

8.37 

1.09 

7.3 

8.4 

9.7 

11.4 

13.6 

16.6 

20.7 

18,000,000 

27.85 

8.86 

1.22 

8.1 

9.3 

10.8 

12.7 

15.2 

18.4 

22.9 

19,000,000 

29.40 

9.36 

1.36 

9.0 

10.3 

11.9 

14.0 

16.7 

20.3 

25.3 

20,000,000 

30.94 

9.85 

1.51 

9.9 

11.3 

13.2 

15.4 

18.3 

22,4 

27.8 

22,000,000 

34.04 

10.83 

1.82 

11.8 

13.5 

15.7 

18.4 

21.9 

26.7 

33.1 

24,000,000 

37.13 

11.82 

2M7 

13.8 

15.8 

18.4 

21.7 

25.9 

31.2 

39.0 

26,000,000 

40.23 

12.80 

2.55 

16.1 

18.4 

21.3 

25.0 

29.9 

36.4 

45.2 

28,000,000 

43.32 

13.79 

2.96 

18.3 

21.1 

24.5 

28.8 

34.2 

41.9 

52 

30,000,000 

46.42 

14.77 

3.38 

20.9 

24.0 

27.9 

32.8 

39.0 

47.5 

59    - 

30 


30-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
Jgty 
Bread, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Gallons 
per  24 
Hours. 

Cubic 
Feet  per 
Second. 

vv 

c  =  140 

© 

c  =  130 

© 

c  =  120 

,® 

r         100 

(F?) 

c  =  90 

c  =  80 

1,000,000 

1.547 

0.32 

).00 

0.013 

0.015 

0.017 

0.020 

0.024 

0.029 

0.037 

1,500,000 

2.321 

0.47 

0.00 

0.028 

0.032 

0.037 

0.044 

0.052 

0.062 

0.078 

2,000,000 

3.094 

0.63 

0.01 

0.047 

0.054 

0.062 

0.073 

0.087 

0.106 

0.132 

2,500,000 

3.868 

0.89 

0.01 

0.071 

0.081 

0.094 

0.111 

0.132 

0.160 

0.199 

3,000,000 

4.642 

0.95 

0.01 

0.099 

0.113 

0.132 

0.155 

0.184 

0.225 

0.280 

3,500,000 

5.41 

1.10 

0.02 

0.132 

0.151 

0.176 

0.206 

0.247 

0.298 

0.372 

4,000,000 

•6.19 

1.26 

0.02 

0.168 

0.194 

0.225 

0.264 

0.315 

0.382 

0.477 

4,500,000 

6.96 

1.42 

0.03 

0.210 

0.241 

0.279 

0.329 

0.391 

t  0.476 

0.59 

5,000,000 

7.74 

1.58 

0.04 

0.256 

0.292 

0.340 

0.399 

0.476 

'  0.58 

0.72 

5,500,000 

8.51 

1.73 

0.05 

0.304 

0.349 

0.405 

0.476 

0.57 

0.69 

0.88 

6,000,000 

9.28 

1.89 

0.06 

0.357 

0.410 

0.475 

0^56 

0.67 

0.81 

1.01 

6,500,000 

10.06 

2.05 

0.07 

0.414 

0.475 

0.55 

0.65 

0.78 

0.94 

1.17 

7,000,000 

10.83 

2.21 

0.08 

0.474 

0.55 

0.64 

0.74 

0.89 

1.08 

1.34 

7,500,000 

11.60 

2.36 

0.09 

0.54 

0.62 

0.72 

0.84 

1.01 

1.22 

1.53 

8,000,000 

12.38 

2.52 

0.10 

0.61 

0.70 

0.81 

0.95 

1.13 

1.38 

1.72 

8,500000 

13.15. 

2.68 

0.11 

0.68 

0.78 

0.91 

1.07 

1.27 

1.54 

1.92 

9,000,000 

13.92 

2.84 

0.13 

0.76 

0.87 

1.01 

1.18 

1.42 

1.72 

2.14 

10,000,000 

15.47 

3.15 

0.15 

0.92 

1.06 

1.23 

1.44 

1.72 

2.09 

2.60 

11,000,000 

17.02 

3.47 

0.19 

1.09 

1.26 

1.46 

1.72 

2.06 

2.49 

3.10 

12,000,000 

18.57 

3.78 

0.22 

1.28 

1.47 

1.72 

2.02 

2.41 

2.92 

3.64 

13,000,000 

20.11 

4.10 

0.26 

1.50 

1.72 

1.98 

2.34 

2.79 

3.40 

4.21 

14,000,000 

21.66 

4.41 

0.30 

1.72 

1.97 

2.28 

2.69 

3.20 

3.89 

4.85 

15,000,000 

23.21 

4.73 

0.35 

1.95 

2.24 

2.60 

3.06 

3.64 

4.43 

5.5 

16,000,000 

24.76 

5.04 

0.40 

2.20 

2.52 

2.93 

3.45 

4.10 

4.99 

6.2 

17,0^0,000 

26.30 

5.36 

0.45 

2.46 

2.82 

3.28 

3.85 

4.59 

5.6 

7.0 

18,000,000 

27.85 

5.67 

0.50 

2.74 

3.14 

3.63 

4.28 

5.1 

6.2 

7.7 

19,000,000 

29.40 

5.99 

0.56 

3.02 

3.47 

4.01 

4.72 

5.6 

6.8 

8.6 

20,000,000 

30.94 

6.30 

0.62 

3.33 

3.81 

4.44 

5.2 

6.2 

7.6 

9.4 

22,000,000 

34.04 

6.93 

0.75 

3.96 

4.55 

5.3 

6.2 

7.4 

9.0 

11.2 

24,000,000 

37.13 

7.56 

0.89 

4.65 

5.4 

6.2 

7.3 

8.7 

10.6 

13.2 

26,000,000 

40.23 

8.20 

1.04 

5.4 

6.2 

7.2 

8.4 

10.1 

12.3 

15.3 

28;000,000 

43.32 

8.83 

1.21 

6.2 

7.1 

8.3 

9.7- 

11.6 

14.1 

17.5 

30,000,000 

46.42 

9.46 

1.39 

7.1 

8.1 

9.4 

11.0 

13.2 

16.0 

19.8 

35,000,000 

54.1 

11-.03 

1.89 

9.4 

10.8 

12.6 

14.7 

17.5 

21.3 

26.4 

40,000,000 

61.9 

12.61 

2.47 

12.0 

13.8 

16.0 

18.8 

22.4 

27.2 

33.9 

31 


36-INGH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet, 

Loss  of  Head  in  Feet  per  1000  fee,t  of  length. 

Million 

Gallons 
per  24 
Hours. 

2 

Cubic 
?eet  per 
Second. 

(oo) 

c  =  140 

c  =  130 

© 

c  =  120 

© 

c  =  110 

vv 

c-100 

(so) 

c  =  90 

^*) 

c  =  80 

3.094 

0.44 

0.00 

0.019 

0.022 

0.026 

0.030 

0.036 

0.044 

0.054 

2.5 

3.868 

0.55 

0.00 

0.029 

0.033 

0.039 

0.046 

0.054 

0.066 

0.082 

3 

4.642 

0.66 

0.01 

0.041 

0.047 

0.054 

0.064 

0.076 

0.092 

0.115 

3.5 

5.41 

0.77 

0.01 

0.054 

0.062 

0.072 

0.085 

0.102 

0.123 

0.153 

4 

6.19 

0.88 

0.01 

0.070 

0.080 

0.092 

0.108 

0.129 

0.157 

0.196 

5 

7.74 

1.09 

0.02 

0.105 

0.121 

0.140 

0.164 

0.196 

0.238 

0.297 

6 

9.28 

1.31 

0.03 

0.147 

0.168 

0.196 

0.230 

0.274 

0.333 

0.415 

7 

10.83 

1.53 

0.04 

0.196 

0.224 

0.260 

0.306 

0.365 

0.444 

0.55 

8 

12.38 

1.75 

0.05 

0.250 

0.288 

0.332 

0.391 

0.467 

0.57 

0.71 

9 

13.92 

1.97 

0.06 

0.311 

0.358 

0.415 

0.488 

0.58 

0.71 

0.88 

10 

15.47 

2.19 

0.07 

0.379 

0.434 

0.50 

0.59 

0.71 

0.86 

1.07 

11 

17.02 

2.41 

0.09 

0.451 

0.52 

0.60 

0.70 

0.84 

1.02 

1.28 

12 

18.57 

2.63 

0.11. 

0,53- 

0.61 

0.71 

0.83 

0.99 

1.21 

1.50 

13 

20.11 

2.85 

0.13 

0.62 

0.71 

0.82 

0.96 

1.15 

1.39 

1.74 

14 

21.66 

3.06 

0.15 

0.71 

0.81 

0.94 

1.11 

1.32 

1.60 

1.98 

15 

23.21 

3.28 

0.17 

0.80 

0.92 

1.07 

1.26 

1.49 

1.82 

2.27 

16 

24.76 

3.50 

0.19 

0.90 

1.03 

1.21 

1.42 

1.68 

2.05 

2.56 

17 

26.30 

3.72 

0.22 

1.02 

1.16 

1.34 

1.58 

1.88 

2.30 

2.86 

18 

27.85 

3.94 

0.24 

1.12 

1.29- 

1.50 

1.76 

2.10 

2.56 

3.18 

19 

29.40 

4.16 

0.27 

1.24 

1.43 

1.66 

1.94 

2.32 

2.81 

3.51 

20 

30.94 

4.38 

0.30 

1.37 

1.57 

1.82 

2.14 

2.55 

3.10 

3.86 

22 

34.04 

4.82 

0.36 

1.63 

1.87 

2.17 

2.55 

3.04 

3.69 

4.60, 

24    * 

37.13 

5.25 

0.43 

1.92 

2.20 

2.55 

2.99 

3.58 

4.35 

5.4 

26 

40.23 

5.69 

0.50 

2.22 

2.55 

2.96 

3.48 

4.14 

5.1 

6.3 

28 

43.32 

6.13 

0.58 

2.55 

2.92 

3.39 

3.98 

4.76 

5.8 

7.2 

30 

46.42 

6.57 

0.67 

2.90 

3.32 

3.86 

4.53 

5.4 

6.6 

8.2 

32 

49.51 

7.00 

0.76 

3.27 

3.74 

4.33 

5.1 

6.1 

7.4 

9.2 

34 

52.6 

7.44 

0.86 

3.65 

4.19 

4.86 

5.7 

6.8 

8.3 

10.3 

36 

55.7 

7.88 

0.96 

4.07 

4.67 

5.4 

6.4 

7.6 

9.2 

11.4 

38 

58.8 

8.32 

1.07 

4.50 

5.2 

6.0 

7.0 

8.4 

10.2 

12.7 

40 

61.9 

8.76 

1.19 

4.95 

5.7 

6.6 

7.8 

9.2 

11.2 

13.9 

,45 

69.6 

9.85 

l'.50 

6.2 

7.1 

8.2 

9.6 

11.4 

13.9 

17.4 

50 

77.4 

10.95 

1.86 

7.5 

8.6 

10.0 

11.7 

13.9 

17.0 

21.1 

55 

85.1 

12.04 

2.25 

8.9 

10.2 

11.8 

13.9 

16.6 

20.2 

25.1 

60 

92.8 

13.13 

2.68 

10.4 

12.1 

13.9 

16.4 

19.6 

23.8 

29.7 

32 


42-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet.  " 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Million 
Gallons 
per  24 
Hours. 

Cubic 
Feet  per 
Second. 

mo) 

c  =  140 

© 

c  =  130 

c  =  120 

(5) 

c  =  110 

(*o) 

c  =  100 

vv 

c  =  90 

c  =  80 

3 

4.64 

0.48 

0.00 

0.019 

0.022 

0.026 

0.030 

0.036 

0.044 

0.054 

4 

6.19 

0.64 

0.01 

0.033 

0.038 

0.044 

0.052 

0.061 

0.074 

0.092 

5 

7.74 

0.80 

0.01 

0.050 

0.057 

0.066 

0.078 

0.092 

0.113 

0.140 

6 

9.28 

0.96 

0.01 

0.070 

0.080 

0.092 

0.108 

0.129 

0.158 

0.196 

7 

10.83 

1.13 

0.02 

0.092 

0.106 

0.123 

0.145 

0.172 

0.210 

0.261 

8 

12.38 

.29 

0.03 

0.118 

0.136 

0.158 

0.185 

0.220 

0.268 

0.333 

9 

13.92 

.45 

0.03 

0,147 

0.168 

0.196 

0.230 

0.273 

0.333 

0.415 

10 

15.47 

.61 

0.04 

0.178 

0.207 

0.238 

0.280 

0.332 

0.406 

0.51 

11 

17.02 

.77 

0.05 

0.213 

0.245 

0.284 

0.334 

0.398 

0.483 

0.60 

12 

18.57 

.93 

0.06 

0.251 

0.288 

0.333 

0.392 

0.468 

0.57 

0.71 

14 

21.66 

2.25 

0.08 

0.333 

0.382 

0.445 

0.52 

0.62 

0.76 

0.94 

16 

24.76 

2.57 

0.10 

0.428 

0.490 

0.57 

0.67 

0.80 

0.97 

1.21 

18 

27.85 

2.89 

0.13 

0.53 

0.61 

0.71 

0.83 

0.99 

1.21 

1.50 

20 

30.94 

3.22 

0.16 

0.64 

0.74 

0.86 

1.02 

1.21 

1.47 

1.83. 

22 

34.04 

3.53 

0.19 

0.77 

0.88 

1.03 

1.21 

1.44 

1.74 

2.18 

24 

37.13 

3.86 

0.23 

0.90 

1.04 

1.21 

1.42 

1.68 

2.05 

2.55 

26 

40.23 

4.18 

0.27 

1.05 

1.21 

1.39 

1.64 

1.96 

2.38 

2.97 

28 

43.32 

4.50 

0.31 

1.21 

1.38 

1.61 

1.88 

2.25 

2;74 

3.40 

30 

46.42 

4.82 

0.36 

1.37 

1.57 

1.83 

2.14 

2.56 

3.10 

3.87 

32 

49.51 

5.15 

0.41 

1.54 

1.77 

2.06 

2.41 

2.88 

3.50 

4.36 

'34     ' 

52.6 

5.47 

0.46 

1.73 

1.98 

2.29 

2.70 

3.21 

3.91 

4.88 

36 

55.7 

5.79 

0.52 

1.92 

2.20 

2.56 

3.00 

3.58 

4.35 

5.4 

-      38 

58.8. 

6.11 

0.58 

2.12 

2.43 

2.82 

3.31 

3.95 

4.80 

6.0 

.   40 

61.9 

6.45 

0.64 

2.33 

2.68 

3.10 

3.64 

4.35 

5.3 

6.6 

42 

65.0 

6.75 

0.71 

2.56 

2.92 

3.40 

3.99 

4.76 

5.8 

7.2 

44 

68.1 

7.08 

0.78 

2.78 

3.19 

3.70 

4.36 

5.2 

6.3 

7.8 

46 

71.2 

7.40 

0.85 

3.02 

3.48 

4.02 

4.71 

5.6 

6.8 

8.5 

48 

74.3 

7.72 

0.93 

3.28 

3.76 

4.36 

5.1 

6.1 

7.4 

9.2 

50 

77.4 

8.04 

1.01 

3.52 

4.05 

4.70 

5.5 

6.6 

8.0 

10.0 

55 

85.1 

8.84 

1.21 

4.21 

'4.82 

5.6 

6.6 

7.8 

9.6 

11.8 

60 

92.8 

9.65 

1.45 

4.94 

5.7 

6.6 

7.7- 

9.2 

11.2 

13.9 

65 

100.6 

10.45 

1.70 

5.7 

6.6 

7.6 

9.0 

10.7 

13.0 

16.2 

70 

108.3 

11.26 

1.97 

6.6 

7.6 

8.8 

10.3 

12  2 

14.9 

18.6 

75 

116.0 

12.06 

2.26 

7.5 

8.6 

10.0 

11.7 

13.9 

16.9 

21.1 

80 

123.8 

12.86 

2.57 

8.4 

9.6 

11.2 

13.2 

15.7 

19.1 

23.8 

33 


48-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Million 
Gallons 
per  24 
Hours. 

Cubic 
Feet  per 
Second. 

mo) 

c  =  140 

© 

c  =  130 

© 

c  =  120 

(iS\ 

c  =  110 

(%o\ 

c  =  100 

(2) 

c  =  90 

^5) 

c  =  80 

4 

6.19 

0.49 

0.00 

0.017 

0.020 

0.023 

0.027 

0.032 

0.039 

0.048 

5 

7.74 

0.62 

0.01 

0.026 

0.030 

0.035 

0.041 

0.048 

0.059 

0.073 

6 

9.28 

0.74 

0.01 

0.036 

0.042 

0.048 

0.057 

0.068 

0.082 

0.102 

8 

12.38 

0.98 

0.01 

0.062 

0.071 

0.082 

0.097 

0.115 

0.140 

0.174 

10 

15.47 

1.23 

0.02 

0.094 

0.107 

0.124 

0.146 

0.174 

0.212 

0.263 

12 

18.57 

1.48 

0.03 

0.131 

0.150 

0.174 

0.204 

0.243 

0.297 

0.369 

14 

21.66 

1.72 

0.05 

0.174 

0.199 

0.232 

0.272 

0.324 

0.395 

0.490 

16 

24.76 

1.97 

0.06 

0.222 

0.256 

0.298 

0.349 

0.417 

0.51 

0.63 

18 

27.85 

2.22 

0.08 

0.277 

0.319 

0.369 

0.433 

0.52 

0.63 

0.78 

20 

30.94 

2.46 

0.09 

0.338 

0.387 

0.449 

0.53 

0.63 

0.76 

0.95 

22 

34.04 

2.71 

0.11 

0.401 

0.460 

0.54 

0.63 

0.75 

0.91 

1.13 

24 

37.13 

2.96 

0.14 

0.472 

0.54 

0.63 

0.74. 

0.88 

1.07 

1.33 

26 

40.23 

3.20 

0.16 

0.55 

0.63 

0.73 

0.86 

1.02 

1.24 

1.54 

28 

43.32 

3.45 

0.18 

0.63 

0.72 

0.84 

0.98 

1.17 

1.43 

1.77 

30 

46.42 

3.69 

0.21 

0.72 

0.82 

0.95 

1.12 

1.33 

1.62 

2.02 

32 

49.51 

3.94 

0.24 

0.80 

0.92 

1.07 

.26 

1.50 

1.83 

2.27 

34 

52.6 

4.19 

0.27 

0.90 

1.03 

1.19 

.41 

1.68 

2.03 

2.54 

36 

55.7 

4.43 

0.31 

1.00 

.15 

1.33 

.57 

1.87 

2.28 

2.82 

38 

58.8 

4.68 

0.34 

1.11 

.27 

1.48 

.73 

2.07 

2.51 

3.12 

40 

61.9 

4.92 

0.3§ 

1.22 

.39 

1.62 

.90. 

2.28 

2.77 

3.44 

42 

65.0 

5.17 

0.41 

1.33 

.53 

1.77 

2.08 

2.49 

3.02 

3.76 

44 

68.1 

5.42 

0.45 

1.45 

.67 

1.93 

2.28 

2.71 

3.29 

4.10 

46 

71.2 

5.66 

0.50 

1.58 

.81 

2.09 

2.47 

2.94 

3.58 

4.45 

48 

74.3 

5.91 

0.54 

1.71 

.96 

2.28 

2.67 

3.19 

3.88 

4.81 

50 

77.4 

6.16 

0.59 

1.84 

2.12 

2.46 

2.88 

3.44 

4.18 

5.2 

55 

85.1 

6.77 

0.71 

2.19 

2.52 

2.92 

3.43 

4.09 

4.97 

6.2 

60 

92.8 

7.39 

0.85 

2.58 

2.97 

3.44 

4.04 

4.80 

5.9 

7.3 

65 

100.6 

8.00 

0.99 

2.99 

3.43 

3.98 

4.68 

5.6 

6.8 

8.4 

70 

108.3 

8.62 

1.15 

3.43 

3.94 

4.58 

5.4 

6.4 

7.8 

9.7 

75 

116.0 

9.23 

1.32 

3.90 

4.48 

5.2 

6.1 

7.3 

8.8 

11.0 

80 

123.8 

9.85 

1.51 

4.40 

5.1 

5.9 

6.9 

8.2 

10.0 

12.4 

85 

131.5 

10.48 

1.70 

4.92 

5.6 

6.6 

7.7 

9.2 

11.2 

13.8 

90 

139.2 

11.08 

1.91 

5.5 

6.3 

7.3 

8.6 

10.2 

12.4 

15.4 

95 

147.0 

11.69 

2.12 

6.0 

7.0 

8.0 

9.5 

11.3 

13.7 

17.1 

100 

154.7 

12.31 

2.35 

6.7 

7.6 

8.8 

10.4 

12.4 

15.1 

18.8 

34 


54-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 

«  per  j 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

•  ••s. 

Million 
GaUons 
per  24 
Hours. 

Cubic 
Feet  per 
Secfond. 

(3) 

c  =  140 

c  =  130 

GD 

c  =  120 

£ 

c  =  100 

c  =  90 

(Jm 

c  =  80 

6 

8 

9.28 
12.38 

0.58 
0.78 

0.01 
0.01 

0.020 
0.035 

0.023- 
0.04$ 

0.027 
0.046 

0.032 
0.054 

0.038 
0.065 

0.046 
0.079 

0.058 
0.098 

10 
12 

15.47 
18.57 

0.97 
1.17 

0.01 
0.02 

0.053 
0.074 

0.060 
0.085 

0.070 
0.098 

0.082 
0.115 

0.098 
0.137 

0.119 
0.167 

0.148 
0.208 

14 

21.66 

1.36 

0.03 

0.098 

0.113 

0.131 

0V153 

0.183 

0.222 

0.277 

16 

24.76 

1.56 

0.04 

0.126 

0.144 

O.f67 

0.196 

0.235 

0.285 

0.355 

18 

27.85 

1.75 

0.05 

0.157 

0^79 

0.208 

0.244 

0.291 

0.354 

0.440 

20 

30.94 

1.95 

0.06 

0.190 

0.218 

0.25^ 

-0.297 

0.354 

0.430 

0.54 

22 

34.04 

2.14 

0.07 

0.227 

0.260 

0.301 

0.354 

0.422 

0.52 

0.64 

24 

37.13 

2.33 

0.08 

0.267 

O.«06 

0.354 

0.417 

0.496 

0.60 

0.75 

26 

40.23 

2.53 

0.10 

0.309 

0.354 

0.411 

0.482 

0.58 

0.70 

0.87 

28 

43.32 

2.72 

0.11 

0.353 

0.406 

0.470 

0.55 

0.66 

0.80 

1.00 

30 

46.42 

2.92 

0.13 

0.402 

0.461 

0.54 

0.63 

0.75 

0.92 

1.13 

32 

49.51 

3.11 

0.15 

0.453 

0.52 

0.60 

0.71 

0.85 

1.03 

1.28 

34 

52.6 

3.31 

0.17 

0.51 

0.58 

0.68 

0.80 

0.95 

1.15 

1.43 

36 

55.7 

3.50 

0.19 

0.56 

0.65 

0.75 

0.88 

1.05 

1.28 

1.59 

38 

58.8 

3.70 

0.21 

0.62 

0.72 

0.83 

0.98 

1.17 

1.42 

1.76 

40 

61.9 

3.89 

0.23 

0.68 

0.79 

0.91 

1.07 

1.28 

1.55 

1.93 

42 

65.0 

4.09 

0.26 

0.75 

0.86 

1.00 

1.17 

1.40 

1.70 

2.12 

44 

68.1 

4.28 

0.28 

0.82 

0.94 

1.08 

1.28 

1.53 

1.86 

2.31 

46 

71.2 

4.47 

0.31 

0.89 

1.02 

1.18 

1.39 

1.66 

2.02 

2.50 

48 

74.3 

4.67 

0.34 

0.96 

1.11 

1.28 

1.51 

1.79 

2.19 

2.72 

50 

77.4 

4.86 

0.37 

1.04 

1.19 

1.38 

1.62 

1.94 

2.36 

2.92 

55 

85.1 

5.35 

0.44 

1.24 

1.42 

1.64 

1.93 

2.30 

2.80 

3.49 

60 

92.8 

5.84 

0.53 

1.46 

1.67 

1.93 

2.28 

2.71 

3.30 

4.10 

65 

100.6 

6.32 

0.62 

1.68 

1.93 

2.24 

2.63 

3.14 

3.82 

4.76 

70 

108.3 

6.81 

0.72 

1.93 

2.22 

2.58 

3.02 

3.61 

4.39 

5.4 

75 

116.0 

7.30 

0.83 

2.20 

2.52 

2.92 

3.43 

4.10 

4.99 

6.2 

80 

123.8 

7.78 

0.94 

2.48 

2.84 

3.30 

3.88 

4.61 

5.6 

7.0 

85 

131.5 

8.27 

1.06 

2.78 

3.18 

3.69 

4.32 

5.2 

6.3 

7.8 

90 

139.2 

8.76 

1.19 

3.08 

3.52 

4.10 

4.81 

5.8 

7.0 

8.7 

95 

147.0 

9.24 

1.33 

3.41 

3.91 

4.53 

5.4 

6.4 

7.8 

9.6 

100 

154.7 

9.73 

1.47 

3.75 

4.30 

4.99 

5.9 

7.0 

8.5 

10.7 

110 

170.2 

10.70 

1.78 

4.48 

5.2 

6.0 

7.0 

8.4 

10.2 

12.7 

120 

185.7 

11.67 

2.12 

5.3 

6.0 

7.0 

8.2 

9.8 

11.9 

14.8 

35 


60-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 

Per  , 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Million 
Gallons 
per  24 
Hours. 

Cubic 
Feet  per 
Second. 

(oo) 

c  =  140 

© 

c  =  130 

GD 

c  =  120 

n%\ 

c  =  110 

(2) 

c  =  100 

© 

c  =  90 

fey 

c  =  80 

4 

6.19 

0.32 

0.00 

0.006 

0.007 

0.008 

0.009 

0  Oil 

0.013 

0.016 

6 

9.28 

0.47 

0.00 

0.012 

0.014 

0.016 

0.019 

0.023 

0.028 

0.035 

8 

12.38 

0.63 

0.01 

0.021 

0.024 

0.028 

0.033 

0.039 

0.047 

0.059 

10 

15.47 

0.79 

0.01 

0.032 

0.036 

0.042 

0.049 

0.059 

0.072 

0.089 

12 

18.57 

0.95 

0.01 

0.044 

•0.051 

0.059 

0.069 

0.082 

0.100 

0.124 

14 

21.66 

1.10 

0.02 

0.059 

0.068 

0.078 

0.092 

0.109 

0.133 

0.166 

16 

24.76 

1.26 

0.02 

0.075 

0.086 

0.100 

0.117 

0.140 

0.171 

0.212 

18 

27.85 

1.42 

0.03 

0.094 

0.107 

0.124 

0.146 

0.174 

0.212 

0.263 

20 

30.94 

1.58 

0.04 

0.113 

0.131 

0.152 

0.178 

0.212 

0.258 

0.320 

22 

34.04 

1.73 

0.05 

0.136 

0.156 

0.181 

0.212 

0.253 

0.308 

0.381 

24 
26 

37.13 
40.23 

1.89 
2.05 

0.06 
0.07 

0.159 
0.185 

0.183 
0.212 

0.212 
0.247 

0.249 

0.289 

0.298 
0.346 

0.361 
0.419 

0.449 
0.52 

28 

43.32 

2.21 

0.08 

0.212 

0.243 

0.282 

0.331 

0.395 

0.480 

0.60 

30 

46.42 

2.36 

0.09 

0.241 

0.277 

0.320 

0.377 

0  449 

0.55 

0.68 

32 

49.51 

2.52 

0.10 

0.271 

0.310 

0.361 

0.425 

0.51 

0.62 

0.76 

34 

52.6 

2.68 

0.11 

0.303 

0.349 

0.404 

0.474 

0.57 

0.69 

0.86 

36 

55.7 

2.84 

0.12 

0.338 

0.388 

0.449 

0.53 

0.63 

0.76 

0.95 

38 

58.8 

2.99 

0.14 

0.372 

0.428 

0.496 

0.58 

0  70 

0.85 

1.05 

40 

61.9 

3.15 

0.15 

0.410 

0.470 

0.55 

0.64 

0.76 

0.93 

1.16 

45 

69.6 

3.55 

0.19 

0.51 

0.59 

0.68 

0.80 

0.95 

1.16 

1.44 

50 

77.4 

3.94 

0.24 

0.62 

0.71 

0.83 

0.97 

1.16 

1.41 

1.75 

55 

85.1 

4.33 

0.29 

0.74 

0.85 

0.98 

1.16 

1  38 

1.68 

2.09 

60 
65 
70 

1:1 

108.3 

4.73 
5.12 
5.52 

0.35 
0.41 
0.47 

0.87 
1.02 
1.16 

.00 
.16 
.33 

1.16 
1.34 
1.54 

1.36 

1.58 
1.81 

1.62 

1.88 
2.17 

1.98 
2.29 
2.62 

2.46' 
2.85 
3.28 

75 

116.0 

5.91 

0.54 

1.32 

.51 

1.75 

2.06 

2.46 

2.98 

3.70 

80 

123.8 

6.30 

0.62 

1:48 

.70 

1.97 

2.31 

2.78 

3.37 

4.19 

85 

131.5 

6.70 

0.70 

1.66 

.90 

2.21 

2.59 

3.09 

3.75 

4.68 

90 

139.2 

7.09 

0.78 

1.84 

2.12 

2.47 

2.89 

3  44 

4.19 

5.2 

95 

147.0 

7.49 

0.87 

2.03 

2.34 

2.71 

3.19 

3.80 

4.61 

5.8 

100 

154.7 

7.88 

0.97 

2.24 

2.57 

2.98 

3.51 

4.19 

5.1 

6.4 

110 

170.2 

8.67 

1.17 

2.68 

3.07 

3.57 

4.18 

4.98 

6.0 

7.6 

120 

185.7 

9.46 

1.39 

3.13 

3.60 

4.18 

4.90 

5.9 

7.1 

8.9 

130 

201.1 

10.24 

1.63 

3.63 

4,18 

4.84 

5.7 

6.8 

8.3 

10.3 

140 

216.6 

11.03 

1.89 

4.18 

4.79 

5.6 

6.6 

7.8 

9.5 

11.8  • 

36 


66-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
.    per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Million 
Gallons 
grsr  24 
ours. 

Cubic 
Fefet  per 
Second. 

Ex- 
tremely 
Smooth 
and 
Straight 

c  =  140 

Very 
Smooth 

c  =  130' 

Good 
Ma- 
sonry 
Aque- 
ducts. 

c  =  120 

Riveted 
fteel 
ipe, 

New. 

-c  =  110 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers. 
c  =  100 

Rough. 
c  =  90 

Very 
Rough. 

c  =  80 
0.037 

8 

12.38 

0.52 

0.00 

0.013 

0.015 

0.017 

0.021 

0.024 

0.030 

10 

15.47 

0.65 

0.01 

0.020 

0.023 

0.026 

0.031 

0.037 

0.045 

0.056 

12 

18.57 

0.78 

0.01 

0.028 

0.032 

0.037 

0.043 

0  052 

0.063 

0.078 

14 

21.66 

0.91 

0.01 

0.037 

0.042 

0.049 

0.058 

0.069 

0.084 

0.104 

16 

24.76 

1.04 

0.02 

0.047 

0.054 

0.063 

0.074 

0.088 

0.107 

0.133 

18 
20 
22 

24 

27.85 
30.94 
34.04 
37.13 

1.17 
1.30 
1.43 
1.56 

0.02 
0.03 
0.03 
0.04 

0.059 
0.071 
0.085 
0.100 

0.068 
0.082 
0.098 
0.115 

0.078 
0.095 
0.113 
0.133 

0.092 
0.112 
0.133 
0.157 

0.109 
0.133 
0.158 
0.187 

0.133 
0.162 
0.193 
0.228 

0.166 
0.202 
0.240 
0.283 

26 

40.23 

1.69 

0.04 

0.116 

0.133 

0.154 

0.182 

0.217 

0.262 

0.328 

28 

43.32 

1.82 

0.05 

0.133 

0.153 

0.178 

0.208 

0.248 

0.302 

0.376 

30 

46.42 

1.95 

0.06 

0.152 

0.173 

0.201 

0.237 

0  282 

0.343 

0.427 

32      . 

49.51 

2.08 

0.07 

0.171 

0.196 

0.227 

0.267 

0  318 

0.388 

0.480 

34 

52.6 

2.21 

0.08 

0.191 

0.219 

0.254 

0.298 

0.356 

0.432 

0.54 

36 

55.7 

2.34 

0.09 

0.212 

0.243 

0.282 

0.331 

0.396 

0.481 

0.60 

38 

58.8 

2.47 

0.10 

0.235 

0.269 

0.312 

0.368 

0.438 

0.53 

0.66 

40 

45 

61.9 
69.6 

2.60 
2.93 

0.11 
0.13 

0.258 
0.320 

0.296    0.344 
0.368;  0.427 

0.403 
0.50 

0  481 
0.60 

0.59 
0.73 

0.73 
0.90 

50 

77.4 

3.26 

0.16 

0.390 

0  .  448 

0.52 

0.61 

0.73 

0.88 

1.10  ! 

55 

85.1 

3.58 

0.20 

0.466 

0.53 

0.62 

0.73 

0.87 

1.06 

1.32 

60 

92.8 

3.91 

0.24 

0.55 

0.63 

0.73 

0.86 

1.02 

1.24 

1.54 

65 

100.6 

4.23 

0.28 

0.64 

0.73 

0.84 

0.99 

1  18. 

1.44 

1.79 

70 

108.3 

4.56 

0.32 

0.73 

0.84 

0.97 

1.14 

1.36 

1.65 

2.06 

75 

116.0 

4.88 

0.37 

0.83 

0.95 

1.10 

1.29" 

1.54 

1.87 

2.33 

80 

123.8 

5.21 

0.42 

0.93 

1.07 

1.24 

1.46 

1.74 

2.11 

2.63 

85 

131.5 

5.53 

0.47 

1.04 

1.19 

1.38 

1.63 

1.94 

2.37 

2.94 

90 

139.2 

5.86 

0.53 

1.16 

1.33 

1.54 

1.82 

2.17 

2.63 

3.28 

95 

147.0 

6.19 

0.59 

1.28^ 

1.47 

1.71 

2.00 

2.39 

2.90 

3.61 

100 

154.7 

6.51 

0.66 

1.41* 

1.62 

1.88 

2.20 

2.62 

3.20 

3.98 

110 

170.2 

7.16 

0.80 

1.67 

1.92 

2.22 

2.61 

3.12 

3.80 

4.71 

120 

185.7 

7.81 

0.95 

1.97 

2.27 

2.62 

3.09 

3.68 

4.48 

5.6 

130 

201.1 

8.47 

1.11 

2.29 

2.62 

3.04 

3.59 

4.28 

5.2 

6.4 

140 

216.6 

9.12 

1.29 

2.62 

3.01 

3.50 

4.11 

4.90 

6.0 

7.4 

150 

232.1 

9.77 

1.48 

2.99 

3.43 

3.98 

4.68 

5.6 

6.8 

8.4 

160 

247.6 

10.42 

1.68 

3.37 

3.87 

4.49 

5.3 

6.3 

7.6 

9.5 

37 


72-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Million 
Gallons 
per  24 
Hours. 

Cubic 
Feet  per 
Second. 

Ex- 
tremely 
Smooth 
and 
Straight 

c  =  140 

Very 

Smooth 

c  =  130 

Good 
Ma- 
sonry 
Aque- 
ducts. 

c  =  120 

Riveted 
Steel 
Pipe, 

New. 

c  =  110 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers 
c  =  100 

Rough 
c  =  90 

Very 
Rough. 

c=80 

8 

12.38 

0.44 

0.00 

0.009 

0.010 

0.011 

0.013 

0.016 

0.019 

0.024 

10 

15.47 

0.55 

0.00 

0.013 

0.015 

0.017 

0.020 

0.024 

0.029 

0.037 

12 

18.57 

0.66 

0.01 

0.018 

0.021 

0.024 

0.028 

0.034 

0.041 

0.051 

14 

21.66 

0.77 

0.01 

0.024 

0.028 

0.032 

0.038 

0.045 

0.055 

0.068 

16 

24.76 

0.88 

0.01 

0.031 

0.035 

0.041 

0.048 

0.058 

0.070 

0.088 

18 

27.85 

0.98 

0.02 

0.038 

0.044 

0.051 

0.060 

0  072 

0.087 

0.108 

20 

30.94 

1.09 

0.02 

0.047 

0.054 

0.062 

0.073   0.087 

0.106 

0.132 

22 

34.04 

1.20 

0.02 

0.056 

0.064 

0.074 

0.087   0.104 

0.126 

0.157 

24 

37.13 

1.31 

0.03 

0.066 

0.075 

0.087 

0.103   0.122 

0.148 

0.185 

26 

40.23 

1.42 

0.03 

0.076 

0.087 

0.102 

0.118 

0.142 

0.172 

0.215 

28 
30 

43.32 

46.42 

1.53 
1.64 

0.04 
0.04 

0.087 
0.099 

0.100 
0.113 

0.116 
0.132 

0.136 
0.155 

0.162 
0.185 

0.197 
0.225 

0.246 
0.279 

32 

49.51 

1.75 

0.05 

0.112 

0.128 

0.148 

0.174 

0.208 

0.252 

0.315 

34 

52.6 

1.86 

0.05 

0.125 

0.143 

0.166 

0.195 

0  232 

0.282 

0.351 

36 

55.7 

1.97 

0.06 

0.138 

0.159 

0.185 

0.217 

0.259 

0.315 

0.391 

38 

58.8 

2.08 

0.07 

0.153 

0.176 

0.204 

0.240 

0.287 

0.348 

0.432 

40 

61.9 

2.19 

0.07 

0.169 

0.193 

0.225 

0.263 

0.315 

0.382 

0.476 

45 

69.6 

2.46 

0.09 

0.210 

0.241 

0.280 

0.329 

0.391 

0.477 

0.59 

50 

77.4 

2.74 

0:12 

0.255 

0.292 

0.340 

0.399 

0.477 

0.58 

0.72 

55 

81.5 

3.01 

0.14 

0.304 

0.349 

0.405 

0.476 

0.57 

0.69 

0.86 

60 

92.8 

3.28 

0.17 

0.358 

0.410 

0.476 

0.56 

0.67 

0.81 

1.02 

65 

100.6 

3.56 

0.20 

0.414 

0.475 

0.55 

0.65 

0.78 

0.94 

1.17 

70 

108.3 

3.83 

0.23 

0.476 

0.55 

0.64 

0.74 

0.88 

1.08 

1.34 

75 

116.0 

4.10 

0.26 

0.54 

0.62 

0.72 

0.84 

1.01 

1.23 

1.53 

80 

123.8 

4.38 

0.30 

0.61 

0.70 

0.81 

0.96 

1.14 

1.38 

1.72 

90 

139.2 

4.92 

0.38 

0.76 

0.87 

1.01 

1.18 

1  42 

1.72 

2.14 

100 

154.7 

5.47 

0.47 

0.92 

1.07 

1.23 

1.44 

1  72 

2.10 

2.60 

110 

170.2 

6.02 

0.56 

1.10 

1.27 

1.47 

1.72 

2.0* 

2.49 

3.10 

120 

185.7 

6.57 

OT67 

1.28 

1.48 

1.72 

2.01 

2.40 

2.92 

3.64 

130 

201.1 

7.11 

0.79 

1.50 

1.72 

1.99 

2.34 

2.79 

3.40 

4.21 

140 

216.6 

7.66 

0.91 

1.72 

1.97 

2.29 

2.69 

3.20 

3.90 

4.84 

150 

232.1 

8.21 

1.05 

1.95 

2.24 

2.60 

3.05 

3.62 

4.41 

5.5 

160 

247.6 

8.76 

1.19 

2.20 

2.52 

2.92 

3.43 

4  10 

4.99 

6.2 

170 

263.0 

9.30 

1.34 

2.46 

2.82 

3.28 

3.85 

4.59 

5.6 

7.0 

180 

278.5 

9.85 

1.51 

2.73 

3.13 

3.63 

4.29 

5.1 

6.2 

7.8 

38 


78-INCH  PIPE. 


Discharge  in 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Cubic 
Feet 
per 
Second. 

Million 
Gallons 
per  24 
Hours. 

Veloc- 
ity  in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Ex- 
tremely 
Smooth 
and 
Straight 

Very 
Smooth 

Good 
Ma- 
sonry 
Aque- 
ducts. 

Riveted 
Steel 
Pipe, 
New. 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers. 

Rough. 

Very 
Rough. 

c  =  140 

c  =  130 

c  =  120 

c  =  110 

c  =  100 

c  =  90 

c  =  80 

10 

6.46 

0.30 

0.00 

0.004 

0.004 

0.005 

0.006 

0.007 

0.009 

0.011 

15 

9.69 

0.45 

0.00 

0.008 

0.009 

0.011 

0.013 

0.015 

0.019 

0.023 

20 

12.93 

0.60 

0.01 

0.014 

0.016 

0.019 

0.022 

0.026 

0.032 

0.040 

25 

16.16 

0.75 

0.01 

0.021 

0.024 

0.028 

0.033 

0.040 

0.048 

0.060 

30 

19.39 

0.90 

0.01 

0.030 

0.034 

0.040 

0.047 

0.056 

0.068 

0.084 

35 

22.62 

1.05 

0.02 

0.040 

0.046 

0.053 

0.062 

0.074 

0.090 

0.112 

40 

25.85 

1.21 

0.02 

0.051 

0.058 

0.068 

0.080 

0.095 

0.116 

0.144 

45 

29.08 

1.36 

0.03 

0.064 

0.073 

0.084 

0.099 

0.118 

0.144 

0.178 

50 

32.32 

1.51 

0.04 

0.077 

0.088 

0.102 

0.120 

0.143 

0.174 

0.218 

55 

35.55 

1.66 

0.04 

0.092 

0.106 

0.122 

0.144 

0.172 

0.208 

0.259 

60 

38.78 

1.81 

0.05 

0.108 

0.124 

0.144 

0.169 

0.201 

0.245 

0.304 

65 

42.01 

1.96 

0.06 

0.126 

0.144 

0.167 

0.196 

0.233 

0.284 

0.354 

70 

45.24 

2.11 

0.07 

0.143 

0.164 

0.190 

0.223 

0.268 

0.325 

0.404 

75 

48.47 

2.26 

0.08 

0.163 

0.186 

0.217 

0.253 

0.303 

0.369 

0.459 

80 

51.7 

2.41 

0.09 

0.184 

0.211 

0.246 

0.288 

0.343 

0.419 

0.52 

85 

54.9 

2.56 

0.10 

0.205 

0.236 

0.272 

0.321 

0.382 

0.467 

0.58 

90 

58.2 

2.71 

0.11 

0.228 

0.262 

0.304 

0.358 

0.426 

0.52  >  0.64 

95 

61.4 

2.86 

0.13 

0.252 

0.290 

0.337 

0.396 

0.471 

0.57 

0.72 

100 

64.6 

3.01 

0.14 

0.278 

0.319 

0.369 

0.432 

0.52 

0  63 

0.78 

110 

71.1 

3.32 

0.17 

0.331 

0.379 

0.440 

0.52 

0.62 

0.75 

120 

77.5 

3.62 

0.20 

0.389 

0.446 

0.52 

0.61 

0.72 

0.88 

1.09* 

130 

84.0 

3.92 

0.24 

0.450 

0.52 

0.60 

0.71 

0.84 

1.02 

1.27- 

140 

90.5 

4.22 

0.28 

0.52 

0.59 

0.69 

0.81 

0.96 

1.17 

1.46 

150 

96.9 

4.52 

0.32 

0.59 

0.68 

0.78 

0.92 

1.09. 

1.33 

1.66 

160 

103.4 

4.82 

0.36 

0.66 

0.76 

0.88 

1.03 

1.23. 

1.50 

i:87 

170 

109.9 

5.12 

0.41 

0.74 

0.85 

0.99 

1.16  • 

1.38 

1.68 

2.09 

180 

116.3 

5.43 

0.46 

0.82 

0.94 

1.09  • 

1.28  • 

1.54 

1.87 

2.32 

190 

122.8 

5.73 

0.51 

0.91 

1.04 

1.22  • 

1.43 

1.70 

2.07 

2.58 

200 

129.3 

6.03 

0.56 

1.00 

1.15- 

1.33 

1.57 

1.87 

2.27 

2.82 

220 

142.2 

6.63 

0.68 

1.19 

1.37' 

1.59 

1.87 

2.22 

2.70 

3.38 

240 

155.1 

7.23 

0.81 

1.40 

1.61 

1.87 

2.20 

2.62 

3.19 

3.97 

260 

168.0 

7.84 

0.95 

1.63 

1.87 

2.17 

2.54 

3.04 

3.69 

4.59 

280 

181.0 

8.44 

1.11 

JU87 

2.14 

2.49 

2.92 

3.49 

4.23 

5.3 

300  '"" 

103.9 

9.04 

1.27 

2.12 

2.43 

2.82 

3.31 

3.96 

4.80 

6.0 

320 

206.8 

9.64 

1.44 

2.39 

2.75 

3.19 

3.74 

4.45 

5.4 

6.8 

39 


84-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Cubic 
Feet 
per 
Second. 

Million 
Gallons 
per  24 
Hours. 

Ex- 
tremely 
Smooth 
and 
Straight 

c  =  140 

Very 
Smooth 

c  =  130 

Good 
Ma- 
sonry 
Aque- 
ducts. 

c  =  120 

Riveted 
Steel 
Pipe, 

New. 

c  =  110 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers. 
c  =  100 

Rough. 
c  =  90 

Very 
Rough. 

c  =  80 

10 

6.46 

0.26 

0.00 

0.003 

0.003 

0.004 

0.004 

0.005 

0.006 

0.008 

15 

9.69 

0.39 

0.00 

0.006 

0.007 

0.008 

0.009  , 

0.011 

0.013 

0.016 

20 

12.93 

0.52 

0.00 

0.010 

0.011 

0.013 

0.015 

0.018 

0.022 

0.028 

25 

16.16 

0.65 

0.01 

0.015 

0.017 

0.020 

0.023 

0.028 

0.034 

0.042 

30 

19.39 

0.78 

0.01 

0.021 

0.024 

0.028 

0.033 

0.039 

0.047 

0.059 

35 

22.62 

0.91 

0.01 

0.028 

0.032 

0.037 

0.043 

0.052 

0.063 

0.078 

40 

25.85 

1,04 

0.02 

0.036 

0.041 

0.047 

0.056 

0.066 

0.080 

0.100 

45 

29.08 

1.17 

0.02 

0.044 

0.051 

0.059 

0.069 

0.082 

0.100 

0.124 

50 

32.32 

1.30 

0.03 

0.054 

0.062 

0.072 

0.084 

0.100 

0.122 

0.152 

55 

35.55 

1.43 

0.03 

0.064 

0.074 

0.086 

0.100 

0.119 

0.145 

0.181 

60 

38.78 

1.56 

0.04 

0.075 

0.086 

0.100 

0.118 

0.141 

0.171 

0.212 

65 

42.01 

1.69 

0.04 

0.087 

0.100 

0.117 

0.136 

0.163 

0.198 

0.247 

70 

45.24 

1.82 

0.05 

0.100 

0.114 

0.133 

0.157 

0  187 

0.228 

0.282 

80 

51.7 

2.08 

0.07 

0.128 

0.147 

0.171 

0.200 

0.239 

0.290 

0.361 

90 

58.2 

2.34 

0.09 

0.159 

0.183 

0.212 

0.249 

0.297 

0.361 

0.450 

100 

64.6 

2.60 

0.11 

0.193 

0.222 

0.257 

0.302 

0.361 

0.439 

0.55 

110 

71.1 

2.86 

0.13 

0.231 

0.265 

0.307 

0.361 

0.430 

0.52 

0.65 

120 

77.5 

3.12 

0.15 

0.272 

0.311 

0.361 

0.424 

0.51 

0.62 

0.76 

130 

84.0 

3.38 

0.18 

0.314 

0.361 

0.419 

0.492 

0.59 

0.71 

0.89 

140 

90.5 

3.64 

0.21 

0.361 

0.414 

0.480 

0.56 

0.68 

0.82 

1.04 

150 

96.9 

3.90 

0.24 

0.410 

0.470 

0.54 

0.64 

0.77 

0.93 

1.16 

160 

103.4 

4.16 

0.27 

0.461 

0.53 

0.62 

0.72 

0.86 

1.04 

1.30 

170 

109.9 

4.42 

0.30 

0.52 

0.60 

0.69 

0.81 

0.96 

1.17 

1.46 

180 

116.3 

4.68 

0.34 

0.58 

0.66 

0.76 

0.90 

1.07 

1.30 

1.62 

190 

122.8 

4.94 

0.38 

0.64 

0.73 

0.84 

0.99 

1.18 

1.44 

1.79 

200 

129.3 

5.20 

0.42 

0.70 

0.80 

0.93 

1.09 

1.30 

1.58 

1.97 

220 

142.2 

5.72 

0.51 

0.83 

0.96 

1.11 

1.30 

1.55 

1.88 

2.35 

240 

155.1 

6.24 

0.60 

0.98 

1.12 

1.30 

1.53 

1.82 

2.21 

2.77 

260 

168.0 

6.76 

0.71 

.13 

1.30 

1.51 

1.77 

2  11 

2.57 

3.20 

280 

181.0 

7.28 

0.82 

.30 

1.49 

1.73 

2.03 

2.42 

2.96 

3.68 

300 

193.9 

7.80 

0.94 

.48 

1.70 

1.97 

2.32 

2.77 

3.37 

4.19' 

320 

206.8 

8.31 

1.08 

.67 

1.91 

2.22 

2.61 

3.11 

3.78 

4.70 

340 

219.7 

8.83 

1.21 

.87 

2.14 

2.48  . 

2.92 

3  48 

4.22 

5.3 

360 

232.7 

9.35 

1.36 

2.08 

2.38 

2.76 

3.25 

3.88 

4.70 

5.9 

380 

245.6 

9.87 

1.52 

2.29 

2.63 

3.05 

3.59 

4.29 

5.2 

6.5 

40 


90-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Cubic 
Feet 
per 

Second. 

Million 
Gallons 
per  24 
Hours. 

Ex- 
tremely 
Smooth 
and 
Straight 

c  =  140 

Very 

Smooth 

c  =  130 

Good 
Ma- 
sonry 
Aque- 
ducts. 

c  =  120 

Riveted 
Steel 
Pipe, 
New. 

c  =  110 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers 
c  =  100 

Rough 
c  =  90 

Very 
Rough. 

c  =  80 

15 

9.69 

0.34 

0.00 

0.004 

0.005 

0.006 

0.007 

a.  008 

0.009 

0.012 

20 

12.93 

0.45 

0.00 

0.007 

0.008 

0.009 

0.011 

0.013 

0.016 

0.020 

25 

16.16 

0.57 

0.00 

0.011 

0.012 

0.014 

0.017 

0.020 

0.024 

0.030 

30 

19.39 

0.68 

0,01 

0.015 

0.017 

0.020 

0.023 

0.028 

0.034 

0.042 

35 

22.62 

0.79 

0.01 

0.020 

0.023 

0.026 

0.031 

0.037 

0.045 

0.056 

40 

25.85 

0.91 

0.01 

0.026 

0.029 

0.034 

0.040 

0.048 

0.058 

0.072 

45 

29.08 

1.02 

0.02 

0.032 

0.036 

0.042 

0.050 

0.059 

0.072 

0.090 

50 

32.32 

1.13 

0.02 

0.038 

0.044 

0.051 

0.060 

0.072 

0.087 

0.108 

60 

38.78 

1.36 

0.03 

0.054 

0.062 

0.072 

0.084 

0.101 

0.122 

0.152 

70 

45.24 

1.58 

0.04 

0.072 

0.083 

0.096 

0.113 

0.134 

0.163 

0.202 

80 

51.7 

1.81 

0.05 

0.092 

0.105 

0.122 

0.143 

0.171 

0.208 

0.259 

90 

58.2 

2.04 

0.06 

0.114 

0.131 

0.152    0.179 

0.213 

0.260 

0.322 

100 

64.6 

2.26 

0.08 

0.139 

0.160 

0.186 

0.218 

0.260 

0.316 

0.392 

110 

71.1 

2.49 

0.10 

0.166 

0.190 

0.221 

0.259 

0.309 

0.376 

0.468 

120 

77.5 

2.72 

0.11 

0.194 

0.222 

0.259 

0.303 

0.361 

0.440 

0.55 

130 

84.0 

2.94 

0.13 

0.226 

0.259 

0.301 

0.353 

0.421 

0.51 

0.64 

140  ' 

90.5 

3.17 

0.16 

0.259 

0.298 

0.344 

0.404 

0.481 

0.59 

0.73 

150 

96.9 

3.40 

0.18 

0.294 

0.338 

0.391 

0.460 

0.55 

0.67 

0.83 

160 

103.4 

3.62 

0.20 

0.332 

0.381 

0.442 

0.52 

0.62 

0.76 

0.94 

170 

109.9 

3.85 

0.23 

0.371 

0.425 

0.493 

0.58 

0.69 

0.84 

1.04 

180 

116.3 

4.07 

0.26 

0.413 

0.472 

0.55 

0.64 

0.77 

0.94 

.17 

190 

122.8 

4.30 

0.29 

0.457 

0.52 

0.61 

0.72 

0.85 

1.03 

.29 

200 

129.3 

4.53 

0.32 

0.50 

0.58 

0.67 

0.78 

0.94 

1.14 

.42 

220 

142.2 

4.98 

0.39 

0.60 

0.69 

0.80 

0.94 

1.12 

1.36 

.69 

240 

155.1 

5.43 

0.46 

0.70 

0.81 

0.94 

1.10 

1.31 

1.59 

.98 

260 

168.0 

5.89 

0.54 

0.82 

0.94 

1.08 

1.27 

1.52 

1.84 

2.30 

280 

181.0 

6.34 

0.62 

0.93 

1.07 

1.24 

1.46 

1.74 

2.11 

2.62 

300 

193.9 

6.77 

0.72 

.07 

1.21 

1.41 

1.65 

1.97 

2.40 

2.98 

320 

206.8 

7.25 

0.82 

.19 

1.37 

1.58 

1.86 

2.22 

2.70 

3.38 

310 

219.7 

7.70 

0.92 

.33 

1.53 

1.78 

2.09 

2.49 

3.02 

3.78 

360 

232.7 

8.15 

1.03 

.49 

1.71 

1.98 

2.32 

2.78 

3.39 

4.20 

380 

245.6 

8.60 

1.15 

.65 

1.89 

2.20 

2.58 

3.08 

3.73 

4.65 

400 

258.5 

9.05 

1.27 

1.81 

2.08 

2.41 

2.82 

3.38 

4.10 

5.1 

420 

271.5 

9.51 

1.40 

1.98 

2.28 

2.63 

3.10 

3.70 

4.50 

5.6 

440 

284.4 

9.96 

1.54 

2.17 

2.48 

2.89 

3.39 

4.02 

4.90 

6.1 

41 


96-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Cubic 
Feet 
per 
econd. 

Million 
Gallons 
per  24 
Hours. 

Ex- 
tremely 
Smooth 
and 
Straight 

c  =  140 

Very 
Smooth 

c  =  130 

Good 
Ma- 
sonry 
Aque- 
ducts. 

c  =  120 

Riveted 
Steel 
Pipe, 
New. 

c  =  110 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers. 
c  =  100 

Rough. 
c  =  90 

Very 
Rough. 

c  =  80 

15 

9.69 

0.30 

0.00 

0.003 

0.003 

0.004 

0.005 

0.006 

0.007 

0.009 

20 

12.93 

0.40 

0.00 

0.005 

0.006 

0.007 

O.OX)8 

0.010 

0.012 

0.015 

30 

19.39 

0.60 

0.01 

0.011 

0.013 

0.015 

0.017 

0.020 

0.025 

0.031 

40 

25.85 

0.80 

0.01 

0.019 

0.021 

0.025 

0.029 

0.035 

0.042 

0.053 

50 

32.32 

0.99 

0.02 

0.028 

0.032 

0.037 

0.043 

0.052 

0.063 

0.078 

60 

38.78 

.19 

0.02 

0.039 

0.045 

0.052 

0.061 

0.073 

0.089 

0.110 

70 

45.24 

.39 

0.03 

0.052 

0.060 

0.070 

0.082 

0.097 

0.118 

0.147 

80 

51.7 

.59 

0.04 

0.067 

0.077 

0.089 

0.104 

0.124 

0.152 

0.188 

90 

58.2 

.79 

0.05 

0.083 

0.095 

0.111 

0.130 

0.155 

0.188 

0.234 

100 

64/6 

.99 

0.06 

0.101 

0.116 

0.135 

0.158 

0.188 

0.229 

0.286 

110 

71.1 

2.19 

0.07 

0.121 

0.138 

0.161 

0.188 

0.226 

0.273 

0.341 

120 

77.5 

2.39 

0.09 

0.143 

0.163 

0.190 

0.222 

0.267 

0.322 

0.401 

130 

84.0 

2.59 

0.10 

0.165 

0.189 

0.220 

0.259 

0.308 

0.374 

0.466 

140 

90.5 

2.79 

0.12 

0.189 

0.218 

0.251 

0.297 

0.352 

0.429 

0.54 

150 

96.9 

2.99 

0.14 

0.216 

0.248 

0.288 

0.338 

0.401 

0.489 

0.61 

160 

103.4 

3.19 

0.16 

0.242 

0.279 

0.322 

0.380 

0.451 

0.55 

0.68 

170 

109.9 

3.39 

0.18 

0.271 

0.311 

0.361 

0.425 

0.51 

0.62 

0.76 

180 

116.3 

3.59 

0.20 

0.302 

0.348 

0.402 

0.471 

0.56 

0.68 

0.86 

190 

122.8 

3.78 

0.22 

0.332 

0.381 

0.442 

0.52 

0.62 

0.85 

0.94 

200 

129.3 

3.98 

0.25 

0.366 

0.420 

0.488 

0.57 

0.68 

0.83 

1.03 

220 

142.2 

4.38 

0.30 

0.437 

0.50 

0.58 

0.68 

0.81 

0.99 

1.23 

240 

155.1 

4.77 

0.36 

0.52 

0.59 

0.68 

0.80 

0.95 

1.17 

1.45 

260 

168.0 

5.17 

0.42 

0.60 

0.68 

0.79 

0.93 

1.11 

1.34 

1.68 

280 

181.0 

5.57 

0.48 

0.68 

0.78 

0.91 

1.07 

1.27 

1.55 

1.93 

300 

193.9 

5.97 

0.55 

0.78 

0.89 

1.03- 

1.22 

1.45 

1.76 

2.19 

320 

206.8 

6.37 

0.63 

0.87 

.00 

1.16 

1.36 

1.63 

1.98 

2.46 

340 

219.7 

6.76 

0.71 

0.98 

.12 

1.30 

1.53 

1.82 

2.22 

2.76 

360 

232.7 

7.16 

0.80 

1.08 

.25 

1.44 

1.70 

2.02 

2.47 

3.07 

380 

245.6 

7.56 

0.89 

1.20 

.38 

1.60 

1.88 

2.24 

2.72 

3.39 

400 

258.5 

7.96 

0.98 

1.32 

.52 

1.76 

2.07 

2.48 

3.00 

3.73 

420 

271.5 

8.36 

1.09 

1.44 

.66 

1.92 

2.27 

2.69 

3.28 

4.08 

440 

284.4 

8.75 

1.19 

1.58 

.81 

2.10 

2.47 

2.93 

3.58 

4.45 

460 

297.3 

9.15 

1.30 

1.71 

1.96 

2.28 

2.68 

3.19 

3.88 

4.82 

480 

310.2 

9.55 

1.42 

1.86 

2.13 

2.48 

2.90 

3.46 

4.21 

5.2 

500 

323.2 

9.95 

1.54 

2.00 

2.29 

2.66 

3.12 

3  72 

4.52 

5.6 

42 


102-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Cubic 
Feet 
per 
Second. 

Million 
Gallons 
per  24 
Hours. 

Ex- 
tremely 
Smooth 
and 
Straight 

c  =  140 

Very 
Smooth 

c  =  130 

Good 
Ma- 
sonry 
Aque- 
ducts. 

c  =  120 

Riveted 
Steel 
Pipe, 

New. 

c  =  110 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers. 
c  =  100 

Rough. 
c  =  90 

Very 
Rough.. 

c  =  80 

20 

12.93 

0.35 

0.00 

0.004 

0.004 

0.005 

0.006 

0.007 

0.009 

0.011 

30 

19.39 

0.53 

0.00 

0.008 

0.009 

0.011 

0.013 

0.015 

0.018 

0.023 

40 

25.85 

0.70 

0.01 

0.014 

0.016 

0.018 

0.022 

0.026 

0.031 

0.039 

50 

32.32 

0.88 

0.01 

0.021 

0.024 

0.028 

0.033 

0.039 

0.047 

0.059 

60 

38.78 

1.06 

0.02 

0.029 

0.034 

0.039 

0.046 

0.055 

0.066 

0.082 

70 

45.24 

1.23 

0.02 

0.039 

0.045 

0.052 

0.061 

0.073 

0.088 

0.110 

80 

51.7 

1.41 

0.03 

0.050 

0.057 

0.066 

0.078 

0.093 

0.113 

0.141 

90 

58.2 

1.59 

0.04 

0.062 

0.071 

0.083 

0.097 

0.116 

0.141 

0.175 

100 

64.6 

1.76 

0.05 

0.076 

0.086 

0.101 

0.118 

0.141 

0.171 

0.212 

110 

71.1 

1.94 

0.06 

0.090 

0.103 

0.119 

0.141 

0.167 

0.204 

0.25S 

120 

77.5 

2.11 

0.07 

0.106 

0.122 

0.141 

0.165 

0.197 

0.239 

0.298 

130 

84.0 

2.29 

0.08 

0.123 

0.141 

0.163 

0.192 

0.228 

0.278 

0.345 

140 

90.5 

2.47 

0.09 

0.141 

0.162 

0.187 

0.220 

0.262 

0.319 

0.398 

150 

96.9 

2.64 

0.11 

0.159 

0.182 

0.212 

0.249 

0.298 

0.361 

0.450 

160 

103.4 

2.82 

0.12 

0.180 

0.207 

0.239 

0.281 

0.335 

0.408 

0.51 

170 

109.9 

3.00 

0.14 

0.201 

0.231 

0.268 

0.315 

0.375 

0.456 

0.57 

180 

116.3 

3.17 

0.16 

0.224 

0.258 

0.299 

0.350 

0.417 

0.51 

0.63 

190 

122.8 

3.35 

0.17 

0.248 

0.283 

0.330 

0.388 

0.461 

0.56 

0.70 

200 

129.3 

3.52 

0.19 

0.272 

0.311 

0.361 

0.424 

0.51 

0.62 

0.77 

220 

142.2 

3.88 

0.23 

0.323 

0.371 

0.431 

0.51 

0.60 

0.74 

0.92 

240 

155.1 

4.23 

0.28 

0.381 

0.438 

0.51 

0.60 

0.71 

0.86 

1.07 

260 

168.0 

4.58 

0.33 

0.441 

0.51 

0.59 

0.69 

0.82 

1.00 

1.25 

280 

181.0 

4.93 

0.38 

0.51 

0.58 

0.68 

0.79 

0.94 

1.14 

1.43 

300 

193.9 

5.29 

0.44 

0.58 

0.66 

0.77 

0.90 

1.08 

1.31 

1.63 

320 

206.8 

5.64 

0.49 

0.65 

0.74 

0.86 

1.02 

1.22 

1.47 

1.83 

340 

219.7 

5.99 

0.56 

0.73 

0.84 

0.97 

1.13 

1.36 

1.65 

2.05 

360 

232,7 

6.34 

0.62 

0.81 

0.93 

1.07 

1.27 

1.51 

1.83 

2.28 

380 

245.6 

6.70 

0.70 

0.89 

1.03 

1.18 

1.39 

1.67 

2.02 

2.52 

400 

258.5 

7.05 

0.77 

0.98 

1.13 

1.31 

1.53 

1  83 

2.23 

2.77 

420 

271.5 

7.40 

0.85 

1.08 

1.23 

1.43 

1.68 

2.00 

2.44 

3.02 

440 

284.4 

7.75 

0.93 

.17 

1.34 

1.56 

1.83 

2.19 

2.67 

3.30 

460 

297.3 

8.10 

1.02 

.27 

1.46 

1.69 

1.98 

2.38 

2.89 

3.59 

480 

310.2 

8.46 

1.11 

.38 

1.58 

1.83 

2.16 

2.58 

3.12 

3.89 

500 

323.2 

8.81 

1.20 

.48 

1.71 

1.98 

2.32 

2.78 

3.38 

4.20 

550 

355.5 

9.69 

1.46 

.77 

2.02 

2.36 

2.76 

3.30 

4.01 

4.99 

43 


108-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Cubic 
Feet 
per 
Second. 

Million 
Gallons 
per  24 
Hours. 

Ex- 

;remely 
Smooth 
and 
Straight 

c  =  140 

Very 

Smooth 

c  =  130 

Good 
Ma- 
sonry 
Aque- 
ducts. 

c  =  120 

Riveted 
Steel 
Pipe, 
New. 

c  =  110 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers. 
c  =  100 

Rough. 
c  =  90 

Very 
Rough. 

c  =  80 

20 

12.93 

0.31 

0.00 

0.003 

0.004 

0.004 

0.005 

0.006 

0.008 

0.009 

30 

19.39 

0.47 

0.00 

0.006 

0.007 

0.008 

0.010 

0.011 

0.014 

0.017 

40 

25.85 

0.63 

0.01 

0.010 

0.012 

0.014 

0.016 

0.019 

0.024 

0.029 

50 

32.32 

0.79 

0.01 

0.016 

0.01S 

0.021 

0.025 

0.029 

0.036 

0.045 

60 

38.78 

0.94 

0.01 

0.022 

0.025 

0.029 

0.035 

0  041 

0.050 

0.062 

70 

45.24 

1.10 

0.02 

0.029 

0.034 

0.039 

0.046 

0.055 

0.067 

0.083 

80 

51.7 

1.26 

0.02 

0.038 

0.043 

0.050 

0.059 

0.070 

0.086 

0.107 

90 

58.2 

1.41 

0.03 

0.047 

0.054 

0.062 

0.073 

0.087 

0.106 

0.132 

100 

64.6 

1.57 

0.04 

0.057 

0.066 

0.076 

0.089 

0.106 

0.128 

0.161 

110 

71.1 

1.73 

0.05 

0.068 

0.078 

0.090 

0.106 

0.126 

0.153 

0.191 

120 

77.5 

1.89 

0.06 

0.080 

0.092 

0.106 

0.124 

0.148 

0.181 

0.225 

130 

84.0 

2.04 

0.07 

0.092 

0.106 

0.123 

0.144 

0.172 

0.209 

0.261 

140 

90.5 

2.20 

0.08 

0.107 

0.122 

0.141 

0.166 

0.198 

0.240 

0.299 

150 

96.9 

2.36 

0.09 

0.122 

0  .  138 

0.161 

0.188 

0.225 

0.273 

0.340 

160 

103.4 

2.52 

0.10 

0.136 

0  .  156 

0.181 

0.212 

0.252 

0.309 

0.382 

180 

116.3 

2.83 

0.12 

0.169 

0.194 

0.225 

0.264 

0.314 

0.382 

0.477 

200 

129.3 

3.14 

0.15 

0.206 

0.237 

0.272 

0.321 

0.382 

0.466 

0.58 

220 

142.2 

3.46 

0.19 

0.246 

0.281 

0.326 

0.382 

0.457 

0.56 

0.70 

240 

155.1 

3.77 

0.22 

0.289 

0.330 

0.382 

0.450 

0.54 

0.65 

0.81 

260 

168.0 

4.09 

0.26 

0.335 

0.384 

0.445 

0.52 

0.62 

0.76 

0.94 

280 

181.0 

4.40 

0.30 

0.382 

0.440 

0.51 

0.60 

0.72 

0.87 

1.08 

300 

193.9 

4^72 

0.35 

0.436 

0.50 

0.58 

0.68 

0.81 

0.99 

1.23 

320 

206.8 

5.03 

0.39 

0.491 

0.56 

0.66 

0.77 

0.92 

1.12 

1.38 

340 

219.7 

5.34 

0.44 

0.55 

0.63 

0.73 

0.86 

1.03 

1.24 

1.55 

360 

232.7 

5.66 

0.50 

0.61 

0.70 

0.81 

0.96 

1.14 

1.38 

1.72 

380 

245.6 

5.97 

0.55 

0.68 

0.78 

0.90 

1.06  ' 

1.26 

1.53 

1.90 

400 

258.5 

6.29 

0.61 

0.74 

0.85 

0.99 

1.16 

1  38 

1.68 

2.09 

420 

271.5 

6.60 

0.68 

0.81 

0.93 

.08 

.27 

1.61 

1.84 

2.29 

440 

284.4 

6.92 

0.74 

0.88 

.02 

.18 

.38 

1.65 

2.00 

2.49 

460 

297.3 

7.23 

0.81 

0.96 

.11 

.28 

.50 

1.78 

2.18 

2.71 

480 

310.2 

7.55 

0.88 

1.04 

.19 

.38 

.63 

1  94 

2.36 

2.93 

500 

323.2 

7.86 

0.96 

1.12 

.28 

.49 

.75 

2.09 

2.54 

3.17 

550 

355.5 

8.65 

1.16 

1.34 

.54 

.78 

2.09 

2.50 

3.03 

3.79 

600 

387.8 

9.43 

1.38 

1.57 

.81 

2.09 

2.47 

2.93 

3.58 

4.42 

650 

420.1 

10.22 

1.62 

1.82 

2.09 

2.42 

2.85 

3.40 

4.12 

5.20 

44 


114-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Cubic 
Feet 
per 
Second. 

Million 
Gallons 
per  24 
Hours. 

Ex- 
tremely 
Smooth 
and 
Straight 

c  =  140 

Very 
Smooth 

c  =  130 

Good 
Ma- 
sonry 
Aque- 
ducts. 

c  =  120 

Riveted 
Steel 
Pipe, 
New. 

c  =  110 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers 
c  =  100 

Rough 
c  =  90 

Very 
Rough. 

c=80 

30 

19.39 

0.42 

0.00 

0.004 

0.005 

0.006 

0.007 

0.009 

0.011 

0.013 

40 

25.85 

0.56 

0.00 

0.008 

0.009 

0.011 

0.013 

0.015 

0.018 

0.023 

50 

32.32 

0.71 

0.01 

0.012 

0.014 

0.016 

0.019 

0.023 

0.028 

0.034 

60 

38.78 

0.85 

0.01 

0.017 

0.019 

0.023 

0.027 

0.032 

0.038 

0.048 

70 

45.24 

0.99 

0.02 

0.023 

0.026 

0.030 

0.035 

0.042 

0.051 

0.064 

80 

51.7 

1.13 

0.02 

0.029 

0.033 

0.038 

0.045 

0.054 

0.066 

0.082 

90 

58.2 

1.27 

0.03 

0.036 

0.041 

0.048 

0.056 

0.067 

0.082 

0.102 

100 

64.6 

1.41 

0.03 

0.044 

0.050 

0.059 

0.068 

0.082 

0.099 

0.123 

110 

71.1 

1.55 

0.04 

0.052 

0.060 

0.069 

0.082 

0.097 

0.118 

0.147 

120 

77.5 

1.69 

0.04 

0.061 

0.070 

0.082 

0.096 

0.114 

0.138 

0.173 

130 

84.0 

1.83 

0.05 

0.071 

0.081 

0.094 

0.112 

0.132 

0.161 

0.200 

140 

90.5 

1.98 

0.06 

0.081 

0.094 

0.108 

•0.127 

0.152 

0.185 

0.230 

150 

96.9 

2.12 

0.07 

0.093 

0.106 

0.123 

0.145 

0.173 

0.210 

0.261 

160 

103.4 

2.26 

0.08 

0.104 

0.120 

0.139 

0.163 

0.195 

0.237 

0.294 

180 

116.3 

2.54 

0.10 

0.130 

0.149 

0.173 

0.202 

0.242 

0.295 

0.367 

200 

129.3 

2.82 

0.12 

0.158 

0.181 

0.210 

0.248 

0.294 

0.358 

0.446 

220 

142.2 

3.10 

0.15 

0.188 

0.217 

0.251 

0.294 

0.351 

0.428 

0.53 

240 

155.1 

3.38 

0.18 

0.221 

0.253 

0.294 

0.347 

0.412 

0.50 

0.62 

260 

168.0 

3.67 

0.21 

0.257 

0.294 

0.341 

0.401 

0.479 

0.58 

0.72 

280 

181.0 

3.95 

0.24 

0.294 

0.338 

0.391 

0.460 

0.55 

0.67 

0.83 

300 

193.9 

4.23 

0.28 

0.333 

0.382 

0.445 

0.52 

0.62 

0.76 

0.94 

320 

206.8 

4.52 

0.32 

0.377 

0.432 

0.50 

0.59 

0.70 

0.86 

1.07 

340 

219.7 

4.80 

0.36 

0.42] 

0.482 

0.56 

0.66 

0.79 

0.96 

1.19 

360 

232.7 

5.08 

0.40 

0.469 

0.54 

0.63 

0.73 

0.88 

1.07 

1.32 

380 

245.6 

5.36 

0.45 

0.52 

0.60 

0.69 

0.81 

0.97 

1.17 

1.46 

400 

258.5 

5.64 

0.50 

0.57 

0.65 

0.76 

0.89 

1.07 

1.29 

1.61 

420 

271.5 

5.93 

0.55 

0.62 

0.72 

0.83 

0.98 

1.17 

1.42 

1.76   . 

440 

284.4 

6.21 

0.60 

0.68 

0.78 

0.90 

1.07 

1  27 

1.54 

1.92 

460 

297.3 

6.49 

0.65 

0.74 

0.85 

0.98 

1.16 

1.38 

1.67 

2.08 

480 

310.2 

6.77 

0.71 

0.80 

0.92 

1.07 

1.25 

1.48 

1.82 

2.26 

500 

323.2 

7.06 

0.77 

0.86 

0.99 

1.14 

1.34 

1.61 

1.95 

2.43 

550 

355.5 

7.76 

0.94 

1.03 

1.18 

1.37 

1.61 

1.92 

2.33 

2.90 

600 

387.8 

8.47 

1.11 

1.21 

1.38 

1.61 

1.88 

2.25 

2.74 

3.40 

650 

420.1 

9.17 

1.31 

1.40 

1.61 

1.87 

2.19 

2.61 

3.18 

3.96 

700 

452.4 

9.88 

1.52 

1.61 

1.84 

2.14 

2.51 

2.99 

3.64 

4.52 

45 


120-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Cubic 
Feet 
per 
Second. 

Million 
Gallons 
per  24 
Hours. 

Ex- 
tremely 
Smooth 
and 

Straight 

c  =  140 

Very 
Smooth 

c  =  130 

Good 
Ma- 
sonry 
Aque- 
ducts. 

c  =  120 

Riveted 
Steel 
Pipe, 

New. 

c  =  110 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers 
c  =  100 

Rough. 
c  =  90 

Very 
Rough. 

c  =  80 

30 

19.39 

0.38 

0.00 

0.004 

0.004 

0.005 

0.006 

0.007 

0.008 

0.010 

40 

25.85 

0.51 

0.00 

0.006 

0.007 

0.008 

0.010 

0.012 

0.014 

0.018 

50 

32.32 

0.64 

0.01 

0.009 

0.011 

0.013 

0.015 

0.018 

0.021 

0.027 

60 

38.78 

0.76 

0.01 

0.013 

0.015 

0.018 

0.021 

0.025 

0.030 

0.037 

70 

45.24 

0.89 

0.01 

0.018 

0.020 

0.023 

0.027 

0.033 

0.040 

0.050 

80 

51.7 

1.02 

0.02 

0.022 

0.026 

0.030 

0.035 

0.042 

0.051 

0.063 

90 

58.2 

1.15 

0.02 

0.028 

0.032 

0.037 

0.044 

0.052 

0.064 

0.079 

100 

64.6 

1.27 

0.03 

0.034 

0.039 

0.045 

0.053 

0.063 

0.077 

0.096 

110 

71.1 

1.40 

0.03 

0.041 

0.047 

0.054 

0.064 

0.07G 

0.092 

0.114 

120 

77.5 

1.53 

0.04 

0.048 

0.055 

0.064 

0.075 

0.089 

0.108 

0.134 

140 

90.5 

1.78 

0.05 

0.064 

0.073 

0  ,085 

0.100 

0.118 

0.144 

0.179 

160 

103.4 

2.04 

0.06 

0.082 

0.094 

0.108 

0.127 

0.152 

0.184 

0.229 

180 

116.3 

2.29 

0.08 

0.102 

0.116 

0.134 

0.158 

0.188 

0.229 

0.284 

200 

129.3 

2.55 

0.10 

0.123 

0.141 

0.163 

0.192 

0.229 

0.279 

0.348 

220 

142.2 

2.80 

0.12 

0.147 

0.168 

0.195 

0.229 

0.273 

0.332 

0.413 

240 

155.1 

3.06 

0.15 

0.172 

0.197 

0.229 

0.269 

0.321 

0.390 

0.485 

260 

168.0 

3.31 

0.17 

0.200 

0.229 

0.267 

0.312 

0.372 

0.452 

0.56 

280 
~300 

181.0 
193.9 

3.56 
3.82 

0.20 
0.23 

0.228 
0.260 

0.263 
0.298 

0\305 
0^347 

0.359 
0.407 

0.428 
0.484 

0.52 
0.59 

0.65 
0.74 

320 

206.8 

4.07 

0.26 

0.293 

0.337 

0.390 

0.459 

0.55 

0.66 

0.83 

340 

219.7 

4.33 

0.29 

0.328 

0.377 

0.438 

0.51 

0.61 

0.74 

0.92 

360 

232.7 

4.58 

0.33 

0.364 

0.418 

0.485 

0.57 

0.68 

0.82 

1.03 

380 

245.6 

4.84 

0.36 

0.402 

0.462 

0.54 

0.63 

0.75 

0.92 

1.14 

400 

258.5 

5.09 

0.40 

0.442 

0.51 

0.59 

0.69 

0.82 

1.00 

1.25 

420 

271.5 

5.35 

0.44 

0.484 

0.56 

0.64 

0.76 

0.90 

1.10 

1.37 

440 

284.4 

5.60 

0.49 

0.53 

0.61 

0.70 

0.83 

0.98 

1.19 

1.49 

460 

297.3 

5.86 

0.53 

0.57 

0.66 

0.76 

0.90 

1  07 

1.30 

1.62 

480 

310.2 

6.11 

0.58 

0.62 

0.71 

0.83 

0.97 

1.16 

1.42 

1.76 

500 

323.2 

6.37 

0.63 

0.67 

0.77 

0.90 

1.04 

1.25 

1.52 

1.8& 

550 

355.5 

7.00 

0.76 

0.80 

0.92 

1.07 

1.25 

1.48 

1.82 

2.26 

600 

387.8 

7.64 

0.91 

0.94 

1.08 

1.25 

1.47 

1.75 

2.13 

2.65 

650 

420.1 

8.27 

1.06 

1.08 

1.25 

1.45 

1.71 

2.04 

2.48 

3.07 

700 

452.4 

8.91 

1.23 

1.25 

1.43 

1.67 

1.96 

2.33 

2.83 

3.52 

750 

484.7 

9.55 

1.42 

1.42 

1.63 

1.88 

2.22 

2.64 

3.22 

4.00 

800 

517 

10.18 

1.61 

1.59 

1.83 

2.12 

2.49 

2.98 

3.62 

4.50 

46 


132-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Cubic 
Feet 
per 
Second. 

Million 
Gallons 
per  24 
Hours. 

I 
Ex- 
tremely 
Smooth 
and 
Straight 

c  =  140 

Very 
Smooth 

c  =  130 

Good 
Ma- 
sonry 
Aque- 
ducts. 

c  =  120 

Riveted 
Steel 
Pipe, 
New. 

c  =  110 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers. 
o  =  100 

Rough. 
c  =  90 

Very 
Rough* 

c=80 

30 

19.39 

0.32 

0.00 

0.002 

0.003 

0.003 

0.004 

0.004 

0.005 

0.006 

40 

25.85 

0.42 

0.00 

0.004 

0.005 

0.005 

0.006 

0.007 

0.009 

0.011 

50 

32.32 

0.53 

0.00 

0.006 

0.007 

0.008 

0.009 

0.011 

0.013 

0.017 

60 

38.78 

0.63 

0.01 

0.009 

0.010 

0.011 

0.013 

0.016 

0.019 

0.024 

80 

51.7 

0.84 

0.01 

0.014 

0.016 

0.019 

0.022 

0.026 

0.032 

0.040 

100 

64.6 

1.05 

0.02 

0.021 

0.025 

0.028 

0.034 

0.040 

0.048 

0.060 

120 

77.5 

1.26 

0.02 

0.030 

0.035 

0.040 

0.047 

0.056 

0.068 

0.085 

140 

90.5 

1.47 

0.03 

0.040 

0.046 

0.054 

0.063 

0  075 

0.091 

0.113 

160 

103.4 

1.68 

0.04 

0.052 

0.059 

0.068 

0.080 

0.096 

0.117 

0.145 

180 

116.3 

1.89 

0.06 

0.064 

0.073 

0.085 

0.100 

0.119 

0.144 

0.180 

200 

129.3 

2.10 

0.07 

0.078 

0.089 

0.103 

0.122 

0.144 

0.176 

0.218 

220 

142.2 

2.31 

0.08 

0.092 

0.107 

0.123 

0.144 

0.172 

0.208 

0.260 

240 

155.1 

2.52 

0.10 

0.108 

0.124 

0.144 

0.169 

0.202 

0.246 

0.307 

260 

168.0 

2.74 

0.12 

0.126 

0.144 

0.167 

0  .  196 

0.234 

0.285 

0.354 

280 

181.0 

2.95 

0.13 

0.144 

0.166 

0.192 

0.226 

0.268 

0.327 

0.407 

300 

193.9 

3.16 

0.15 

0.164 

0.188 

0.219 

0.257 

0.305 

0.371 

0.462 

320 

206.8 

3.37 

0.18 

0.184 

0.211 

0.246 

0.289 

0.344 

0.419 

0.52 

340 

219.7 

3.58 

0.20 

0.207 

0.238 

0.276 

0.322 

0.386 

0.469 

0.58 

330 

232.7 

3.79 

0.22 

0.230 

0.262 

0.306 

0.359 

0.429 

0.52 

0.65 

380 

245.6 

4.00 

0.25 

0.254 

0.291 

0.339 

0.398 

0.472 

0.58 

0.72 

400 

258.5 

4.20 

0.27 

0.279 

0.320 

0.372 

0.437 

0.52 

0.63 

0.79 

420 

271.5 

4.42 

0.30 

0.306 

0.351 

0.407 

0.478 

0.57 

0.69 

0.86 

440 

284.4 

4.62 

0.33 

0.332 

0.382 

0.442 

0.52 

0.62 

0.76 

0.94 

460 

297.3 

4.84 

0.36 

0.361 

0.415 

0.481 

0.56 

0.68 

0.82 

.02 

480 

310.2 

5.05 

0.40 

0.391 

0.449 

0.52 

0.61 

0.73 

0.89 

.11 

500 

323.2 

5.26 

0.43 

0.421 

0.483 

0.56 

0.66 

0.79 

0.96 

.18 

550 

355.5 

5.79 

0.52 

0.50 

0.58 

0.67 

0.79 

0.94 

1.14 

.42 

600 

387.8 

6.30 

0.62 

0.59 

0.68 

0..78 

0.92 

1.11 

1.34 

.67 

650 

420.1 

6.84 

0.73 

0.68 

0.78 

0.92 

.07 

1.28 

1.56 

.93 

700 

452  .4 

7.36 

0.84 

0.79 

0.90 

1.05 

.23 

1.47 

1.78 

2.22 

750 

484.7 

7.89 

0.97 

0.90 

1.03 

1.18 

.39 

1.67 

2.03 

2.52 

800 

517 

8.42 

1.10 

1.01 

1.16 

1.34 

.58 

1.88 

2.29 

2.84 

850 

549 

8.94 

1.24 

1.13 

1.29 

1.50 

.77 

2.10 

2.56 

3.19 

900 

582 

9.47 

1.39 

1.26 

1.44 

1.67 

1.96 

2  33 

2.84 

3.54 

950 

614 

9.99 

1.55 

1.38 

1.59 

1.84 

2.17 

2.59 

3.13 

3.90 

47 


144-INCH  PIPE. 


Discharge  in 

Veloc- 
ity in 
Feet 
per 
Second. 

Veloc- 
ity 
Head, 
Feet. 

Loss  of  Head  in  Feet  per  1000  feet  of  length. 

Cubic 
Feet 
per 
Second. 

Million 
Gallons 
per  24 
Hours. 

Ex- 

;remely 
Smooth 
and 
Straight 

c  =  140 

Very 

Smooth 

c  =  130 

Good 
Ma- 
sonry 
Aque- 
ducts. 

c  =  120 

Riveted 
Steel 
Pipe, 
New. 

c  =  110 

Steel 
Pipe  10 
Years 
Old, 
Brick 
Sewers. 
c  =  100 

Rough. 
c  =  90 

Very 
Rough. 

c  =  80 

40 

25.85 

0.35 

0.00 

0.003 

0.003 

0.003 

0.004 

0.005 

0.006 

0.007 

60 

38.78 

0.53 

0.00 

0.005 

0.006 

0.007 

0.009 

0  010 

0.012 

0.015 

80 
100 

51.7 
64.6 

0.71 
0.88 

0.01 
0.01 

0.009 
0.014 

0.011 
0.016 

0.012 
0.019 

0.014 
0.022 

0.017 
0.026 

0.021 
0.032 

0.026 
0.040 

120 

77.5 

1.06 

0.02 

0.020 

0.023 

0.026 

0.031 

0.037 

0.045 

0.055 

140 

90.5 

1.24 

0.02 

0.026 

0.030 

0.035 

0.041 

0.049 

0.059 

0.074 

160 
180 

103.4 
116.3 

1.41 
1.59 

0.03 
0.04 

0.034 
0.042 

0.039 
0.048 

0.045 
0.056 

0.052 
0,065 

0.062   0.076 
0.078   0.094 

0.094 
0.117 

200 
220 

129.3 
142.2 

1.77 
1.94 

0.05 
0.06 

0.050 
0.060 

0.058 
0.070 

0.068 
0.080 

0.079 
0..094 

0.094 
0.113 

0.115 
0.137 

O.'l43 
0.171 

240 

155.1 

2.12 

0.07 

0.071 

0.082 

0.094 

0.111 

0  132 

0.1G1 

0.200 

260 

280 

168.0 
181.0 

2.30 
2.48 

0.08 
0.09 

0.082 
0.094 

0.094 
0.108 

0.109 
0.126 

0.128 
0.148 

0.153 
0.176 

0.186    0.232 
0.213J  0.267 

300 

193.9 

2.65 

0.11 

0.107 

0.123 

0.143 

0.168 

0.200 

0.242 

0.302 

320 

206.8 

2.83 

0.12 

0.121 

0.139 

0.161 

0.188 

0.226 

0.273 

0..341 

340 

219.7 

3.01 

0.14 

0.136 

0.156 

0.181 

0.211 

0.252 

0.307 

0.381 

360 

232.7 

3.18 

0.16 

0.151 

0.173 

0.200 

0.235 

0.281    0.341 

0.424 

380 

245.6 

3.36 

0.18 

0.167 

0.191 

0.222 

0.260 

0.309   0.377 

0.469 

400 

258.5 

3.54 

0.19 

0.183 

0.209 

0.243 

0.287 

0.341    0.414 

0.52 

420 

271.5 

3.71 

0.21 

0.201 

0.230 

0.267 

0.313 

0.373 

0.455 

0.57 

440 

284.4 

3.89 

0.23 

0.218 

0.249 

0.290 

0.341 

0  406 

0.494 

0.62. 

460 

297.3 

4.07 

0.26 

0.237 

0.272 

0.314 

0.371 

0  441 

0.54 

0.67 

480 

310.2 

4.24 

0.28 

0.256 

0.293 

0.341 

0.400 

0  477 

0.58 

0.72 

500 

323.2 

4.42 

0.30 

0.277 

0.318 

0.369 

0.432 

0  52 

0.63 

0.78 

550 

355.5 

4.86 

0.37 

0.330 

•0.379 

0.439 

0.52 

0.62 

0.75 

0.93 

600 

387.8 

5.30 

0.44 

0.388 

•0.448 

0.52 

0.61 

0.72 

0.88 

1.08 

650 

420.1 

5.75 

0.51 

0.450 

0.52 

0.60 

0.70 

0.84 

1.02 

1.27 

700 

452  A 

6.19 

0.59 

0.52 

0.59 

0.68 

0.80 

0.96 

1.17 

1.46 

750 

484.7 

6.63 

0.68 

0.58 

0.67 

0.78 

0.92 

1.09 

1.33 

1.66 

800 

517 

7.07 

0.78 

0.66 

0.76 

0.88 

1.03 

1.23 

1.49 

1.86 

850 

549 

7.51 

0.88 

0.74 

0.85 

0.98 

1.16 

1  38 

1.67 

2.08 

900 

582 

7.96 

0.98 

0.82 

0.94 

1.09 

1.28 

1.53 

1.86 

2.32," 

950 

614 

8.40 

1.09 

0.91 

1.04 

1.21 

1.42 

1.69 

2.06 

2.57 

1000 

646 

8.84 

1.21 

1.00 

1.14 

1.33 

1.56 

1.86 

2.27 

2.82 

1100 

711 

9.72 

1.46 

1.19 

1.37 

1.58 

1.86 

2.22 

2.70 

3.37 

RELATIVE  DISCHARGING  CAPACITIES  OF 
AQUEDUCTS. 


Relative  Elements  of  Conduits  when 
Flowing  Full. 

At  Approximate  Point  of  Maximum 
Discharge. 

Area. 

Wetted 
Perim- 
eter. 

Mean 
Hy- 
draulic 
Radius. 

Velocity. 

Area. 

Wetted 
Perim- 
eter. 

Mean 
Hy- 
draulic 
Radius. 

Velocity. 

Circle 

1000  ' 

1000 

1000 

1000 

975 

841 

1160 

1098 

rj  =  1  .  5r 

1034 

1023 

1011 

1007 

1009 

864 

1168 

1103 

rt  =  2  .  Or 

1057 

1040 

1018 

1011 

1032 

881 

1172 

1106 

rt=2.5r 

1071 
1078 

1054 
1063 

1018 
1016 

1011 

1010 

1046 
1053 

895 
904 

1169 
1165 

1104 
1101 

r*i=4r 

1089 

1076 

1014 

1009 

1064 

917 

1160 

1098 

\  square 
Square 

1136 
12^3 

1136 
1273 

1000 
1000 

1000 
1000 

1111  . 
1273  , 

977 

P  955 

1137 
1333 

1083 
1199 

49 


'  li 


V-- 


AQUEDUCTS,— 8  TO  14  FEET. 

c  =  125.     At  point  of  maximum  discharge  the  quantity  is  taken  as  12%  greater 
than  in  a  circular  aqueduct  of  the  same  height  and  width  running  full. 


Slope 
in  Feet 
per  1000. 

Slope 
in  Feet 
per  Mile. 

8' 

9' 

10' 

11' 

12' 

13' 

14' 

Discharge  in  Million  Gallons  Daily. 

0.030 

0.158 

34 

46 

60 

78 

98 

120 

146 

0.035 

0.185 

36 

50 

66 

84 

106 

130 

159 

0.040 

0.211 

39 

53 

71 

91 

114 

140 

171 

0.045 

0.238 

42 

57 

75 

97 

121 

150 

182 

0.050 

0.264 

44 

60 

79 

102 

128 

158 

192 

\ 

0.055 

0.290 

46 

6* 

84 

108 

135 

167 

203 

0.060 

0.317 

49 

66V 

88 

112 

142 

175 

212 

0.065 

0.343 

51 

69>'\« 

91 

118 

148 

182 

221 

0.070 

0.370 

53 

72 

95 

122 

154 

190 

231 

0.080 

0.422 

57 

78 

102 

132 

166 

205 

248 

0.090 

0.475 

61 

83 

•     109 

140 

176 

218 

265 

0.10 

0.528 

64 

88 

116 

148 

186 

230 

280 

0.11 

0.581 

68 

92 

122 

156 

196 

242 

295 

0.12 

0.634 

71 

97 

127 

164 

205 

254 

309 

0.14 

0.739 

77 

105 

138 

178 

224 

276 

336 

0.16 

0.845 

83 

113 

149 

192 

240 

297 

361 

0.18 

0.950 

88 

120 

159 

204 

256 

316 

385 

0.20 

.056 

93 

127 

168 

215 

271 

335 

407 

0.22 

.162 

98 

134 

177 

227 

285 

352 

428 

0.24 

.267 

103 

140 

•  185 

239 

300 

370 

450 

0.26 

.373 

108 

147 

194 

249 

313 

386 

469 

0.28 

.478 

112 

153 

201 

259 

325 

402 

488 

0.30 

.584 

116 

159 

209 

269 

338 

418 

508 

0.35 

.848 

126 

172 

227 

291 

366 

453 

550 

0.40 

2.112 

136 

185 

244 

314 

395 

487 

591 

0.45 

2.376 

145 

197 

260 

335 

420 

519 

631 

•0.50 

2.640 

153 

209 

275 

354 

445 

549 

668 

0.55 

2.904 

162 

219 

290 

373 

468 

579 

701 

0.60 

3.168 

169 

230 

304 

390 

490 

606 

736 

0.65 

3.432 

177 

240 

317 

407 

511 

631 

770 

0.70 

3.696 

184 

250 

330 

424 

533 

659 

SCO 

0.80 

4.224J 

197 

269 

355 

456 

573 

709 

860 

0.90 

4.752 

210 

287 

378 

485 

610 

754 

918 

1.00 

5.28 

223 

304 

400 

514 

647 

800 

970 

1.10 

5.81 

235 

319 

421 

541 

680 

840 

1020 

50 


AQUEDUCTS,— 15  TO  21  FEET. 


c  =  125.     At  point  of  maximum  discharge  the  quantity  is  taken  as  12%  greater 
than  in  a  circular  aqueduct  of  the  same  height  and  width  running  full. 


Slope 
in  Feet 
per  1000. 

Slope 
in  Feet 
per  &ile. 

15' 

16' 

17' 

18' 

19' 

20' 

21' 

Discharge  in  Million  Gallons  Daily. 

0.020 

0.106 

140 

167    * 

*      196 

228 

263 

300 

341 

0.022 

0.116 

148 

176 

205 

239 

276 

316 

358 

0.024 

0.127 

155 

184 

215 

250 

289 

330 

376 

0.026 

0.137 

162 

192 

227 

261 

303 

346 

392 

0.028 

0.148 

169 

200 

237 

274 

315  • 

360 

410 

0.030 

0.158 

176 

208 

245 

285 

326 

374 

426 

0.035 

0.185 

190 

226 

266 

310 

355 

406 

460 

0.040 

0.211 

205 

243 

286 

330 

381 

437 

495    • 

0.045 

0.238 

218 

258 

305 

352 

406 

465 

528 

0.050 

0.264 

232 

274 

323 

372 

430 

493 

560 

0.055 

0.290 

243 

288 

340 

395 

453 

518 

588 

0.060 

0.317 

254 

300 

353 

410 

475 

542 

617 

0.065 

0.343 

266 

315 

372 

433 

495 

569 

642 

0.070 

0.370 

277 

328 

388 

450 

516 

591 

670 

0.080 

0.422 

298 

353 

410 

480 

552 

635 

720 

0.09 

0.475 

317 

376 

440 

510 

591 

670 

770 

0.10 

0  .  528 

336 

398 

470 

542 

625 

718 

810 

0.11 

0.581 

354 

420 

490 

570 

660 

750 

860 

0.12 

0.634 

370 

439 

510 

600 

690 

•  790 

900 

0.14 

0.739 

404 

477 

562 

650 

750 

860 

980 

0.16 

0.845 

432 

512 

600 

700 

810 

920 

1050 

0.18 

0.950 

461 

547 

640 

740 

860 

980 

1120 

0.20 

1.056 

488 

579 

680 

790 

910 

1040 

1180 

0.22 

1.162 

513 

610 

710 

830 

960 

1100 

1240 

0.24 

1.267 

540 

640 

750 

870 

1000 

1150 

1300 

0.26 

1.373 

562 

668 

780 

910 

1050 

1200 

1360 

0.28 

1.478 

585 

694 

810 

940 

1090 

1250 

1420 

0.30 

1.584 

608 

720 

840 

980 

1130 

1300 

1470 

0.35 

1.848 

660 

780 

915 

1060 

1230 

1410 

1600 

0.40 

2.112 

710 

841 

990 

1140 

1320 

1520 

1720 

0.45 

2.376 

758 

'896 

1050 

1220 

1410 

1620 

1830 

0.50 

2.640 

800 

950 

1110 

1290 

1490 

1700 

1940 

0.55 

2.904 

842 

1000 

1170 

1360 

1570 

1800 

2040 

0.60 

3.168 

885 

1040 

1230 

1420 

1650 

1880 

2130 

0.65 

3.432 

921 

1090 

1280 

1480 

1720 

1960 

2230 

51 


SEWERS. 

TABLE   OF   SLOPES   REQUIRED   TO   PRODUCE   GIVEN   VELOCITIES. 
Tile,  c  =  1 10.     Brick,  c  =  100. 


Q-      - 

Cubic 
Feet  per 

r  =  2 

v  =  2.5 

v  =  3 

t>  =  4 

t>  =  5 

t>  =  7 

v  =  10 

DUO* 

Second. 
v  =  l 

Slope 

n  Feet  pe 

r  1000. 

4"  Tile 

0.087 

6.5 

9.8 

13.8 

23.5 

35.5 

66.0 

128 

5"    " 

0.136 

5.0 

7.6 

10.6 

18.1 

27.3 

51.0 

99 

6"    " 

0.196 

4.05 

6.1 

8.6 

14.6 

22.0 

41.1 

80 

8"    ll 

0.349 

2.90 

4.39 

6.2 

10.5 

15.8 

29.5 

57 

10//    tt 

0.545 

2.24 

3.39 

4.74 

8.1 

12.2 

22.8 

44 

12"    " 

0.785 

1.80 

2.73 

3.82 

6.5 

9.8 

18.4 

35.6 

15"    " 

1.23 

1.39 

2.10 

2.95 

5.0 

7.6 

14.2 

27.5 

18"    " 

1.77 

1.13 

1.70 

2.38 

4.06 

6.1 

11.5 

22.2 

21"    " 

2.41 

0.94 

1.42 

1.99 

3.40 

5.1 

9.6 

18.5 

24"    " 

3.14 

0.80 

1.22 

1.71 

2.90 

4.39 

8.2 

15.9 

27"    " 

3.98 

0.70 

1.06 

1.49 

2.52 

3.82 

7.1 

13.8 

30"    " 

4.91. 

0.62 

0.94 

1.31 

2.2,4 

3.39 

6.3 

12.2 

SO''  Brick 

4.91 

0.74 

1.12 

1.56 

2.68 

4.04 

7.5 

14.6 

36"     " 

7.07 

0.60 

0.90  ~ 

"1.26 

2.16 

3.27 

6.1 

11.8 

42"     " 

9.62 

0.50 

0.76 

1.06 

1.80 

2.72 

5.1 

9.8 

48"     " 

12.57 

0.428 

0.64 

0.91 

1.54 

2.33 

4.34 

8.4 

54"     " 

15.9 

0.372 

0.56 

0.79 

1.34 

2.03 

3.79 

7.4 

60"     " 

19.6 

0.330 

0.50 

0.70 

1.19 

.80 

3.35 

6.5 

66"     " 

23.8 

0.295 

0.445 

0.62 

1.06 

.61 

3.00 

5.8 

72"     " 

28.3 

0.267 

0.402 

0.56 

0.96 

.45 

2.71 

5.3 

78"     " 

33.2 

0.242 

0.367 

0.52 

0.88 

.32 

2.47 

4.78 

84"     " 

38.5 

0.222 

0.336 

0.471 

0.80 

.21 

2.26 

4.39 

90"     " 

44.2 

0.205 

0.310 

0.434 

0:74 

.12 

2.09 

4.04 

96"     " 

50.3 

0.190 

0.288 

0,403 

0.69 

1.04 

1.94 

3.75 

108"     " 

63.6 

0.166 

0.251 

0.372 

0.60 

0.90 

1.69 

3.28 

10'      " 

78.5 

0.147 

0.221 

0.311 

0.53 

0.80 

1.49 

2.90 

11'      " 

95.0 

0.131 

0.199 

0.278 

0.472 

0.72 

1.33 

2.59 

12'      " 

113 

0.119 

0.179 

0.251 

0.428 

0.65 

1.21 

2.34 

13'      " 

133 

0.108 

0.163 

0.229 

0.390 

0.59 

1.10 

2.13 

14'      " 

154 

0.099 

0.150 

0.210 

0.358 

0.54 

1.01 

1.95 

15'      " 

177 

0.091 

0.138 

0.194 

0.330 

0.50 

0.93 

1.80 

16'      " 

201 

0.085 

0.128 

0.180 

0.306 

0.462 

0.86 

1.67 

17/      « 

227 

0.079 

0.119 

0.167 

0.285 

0.430 

0.80 

1.55 

18'      " 

254 

0.074 

0.111 

0.156 

0.266 

0.403 

0.75 

1.45 

20'       " 

314 

0.065 

0.099 

0.138 

0.236 

0.356 

0.66 

1.29 

52 


TILE  SEWERS,— 4  TO  12  INCHES. 


R  A 
'   Of  THE 

UNIVERSITY 


Slope 
in  Feet 
per  1000. 

4" 

5" 

6" 

8" 

10" 

12" 

Discharge  in  Cubic  Feet  per  Second,  Running  Full. 

1.8 

1.57 

2.0 

.... 

.... 

1.66 

2.2 

.... 

.... 

.... 

1.75 

2.4 

.... 

.... 

.... 

.... 

1.13 

1.83 

2.6 





1.18 

1.91 

2.8 

1.23 

1.99 

3.0 

.... 

.... 

0.71 

1.28,. 

2.06 

3.5 

0.77 

1.39' 

*A3[ 

4.0 

....    • 

.... 

0.39 

0.83 

1.49 

2.41 

4.5 





0.41 

0.88 

L 

1.59 

2.56 

5 

0.27 

0.44 

O.W4 

1.68 

2.72 

6 

0.80 

0.48 

1.03 

1.86 

3.00 

7 

0.18 

0.33 

0.53 

1.12 

2.02 

3.26 

8 

0.19 

0..35 

0.57 

1.20 

2.17 

3.50 

9 

0.21 

0.37 

0.60 

1.28 

2.31 

3.74 

10 

0.22 

0.40 

0.64 

1.36 

2.45 

3.95 

12 

0.24 

0.44 

0.71 

1.50 

2.70 

4.36 

14 

0.26 

0.47 

0.77 

1.63 

2.94 

4.75 

16 

0.28 

0.51 

-     0.82 

1.76 

3.15 

5.1 

18 

0.30 

0.54 

0.88 

1.87 

3.36 

5.4 

20 

0.32 

0.58 

0.93 

1.98 

3.56 

5.8 

22 

0.34 

0.60 

0.98 

2.09 

3.75 

6.1 

24 

0.35 

0.64 

1.03 

2.19 

3.94 

6.4 

26 

0.37 

0.66 

1.07 

2.28 

4.10 

6.6 

28 

0.38 

0.69 

1.11 

2.38 

4.28 

6.9 

30 

0.40 

0.72 

1.15 

2.46 

4.43 

7.2 

35 

0.43 

0.78 

1.26 

2.68 

4.83 

7.8 

40 

0.46 

0.84 

1.35 

2.88 

5.2 

8.4 

45 

0.49 

0.89 

1.44 

3.07 

5.5 

8.9 

50 

0.52 

0.94 

1.52 

3.25 

5.8 

9.4 

60 

0.58 

1.04 

1.68 

3.58 

6.4 

10.4 

70 

0.63 

1.13 

1.83 

3.90 

7.0 

11.3 

80 

0.67 

1.21 

1.96 

4.18 

7.5 

12.1 

90 

0.72 

1.30 

2.10 

4-46 

8.0 

12.9 

100 

0.76 

1.37 

2.  "22 

4.73 

8.5 

13.7 

Quantities  corresponding  to  velocities  between  2  and  3  and  over  10  feet  per 

second  are  in  italics. 

53 


TILE  SEWERS,— 15  TO  36  INCHES. 


Slope 
in  Feet 
per  1000. 

15" 

18" 

21" 

24" 

27" 

30" 

36" 

Discharge  in  Cubic  Feet  per  Second,  Running  Full. 

0.5 

14.1 

0.6 

.... 

.... 

.... 

.... 

15.6 

0.7 



.... 

.... 

7.9 

10.5 

16.9 

0.8 

.... 

.... 

6.3 

8.5 

11.3 

18.2 

0.9 







6.7 

9.1 

12.0 

19.4 

1.0 

5.0 

7.1 

9.6 

12.7 

20.5 

1.2 

.... 

3.7 

5.5 

7.8 

10.6 

14.0 

22.6 

1.4 

2.5 

4.0 

6.0 

8.5 

11.5 

15.2 

24.6 

1.6 

2.6 

4.3 

6.4 

9.1 

12.4 

16.4 

26.5 

1.8 

2.8 

4.5 

6.8 

9.7 

13.2 

17.4 

28.2 

2.0 

3.0 

4-8 

7.2 

10.3 

14.0 

18.4 

29.8 

2.2 

3.1 

5.1 

7.6 

10.8 

14.7 

19.4 

31.4 

2.4 

3.3 

5.3 

8.0 

11.4 

15.4 

20.4 

32.9 

2.6 

3.4 

5.5 

8.3 

11.8 

16.1 

21.2 

34.4 

2.8 

3.6 

5.8 

8.7 

12.3 

16.8 

22.1 

35.7 

3.0 

3.7 

6.0 

9.0 

12.8 

17.4 

23.0 

37.1 

.3.5 

4.0 

6.5 

9.8 

13.9 

18.9 

25.0 

40.3 

4.0 

4.3 

7.0 

10.5 

14.9 

20.4 

26.9 

43.4 

4.5 

4.6 

7.5 

11.2 

15.9 

21.6 

28.6 

46.2 

5.0 

4.9 

7.9 

11.9 

16.8 

23.0 

30.3 

48.9 

6 

5.4 

8.7 

13.1 

18.6 

25.4 

33.4 

54 

7 

5.9 

9.5 

14.2 

20.2 

27.5 

36.4 

59 

8 

6.3 

10.2 

15.3 

21.7 

29.6 

39.0 

63 

9 

6.7 

10.9 

16.3 

23.1 

31.5 

41.6 

67 

10 

7.1 

11.5 

17.2 

24.5 

33.4 

44.0 

71 

12 

7.8 

12.7 

19.0 

27.0 

36.8 

48.6 

78 

14 

8.5 

13.8 

20.6 

29.4 

40.0 

53 

85 

16 

9.1 

14.8 

22.2 

31.5 

43.0 

57 

92 

18 

9.7 

15.8 

23.6 

33.6 

45.8 

60 

98 

20 

10.3 

16.7 

25.0 

35.6 

48.5 

64 

103 

22 

10.9 

17.6 

26.4 

37.5 

51 

67 

109 

24 

11.4 

18.4 

27.6 

39.3 

53 

71 

114 

26 

11.9 

19.2 

28.9 

41.0 

56 

74 

119 

28 

12.4 

20.0 

30.0 

42.7 

58 

77 

124 

30 

12.8 

20.8 

31.1 

44-2 

60 

80 

128 

Quantities  corresponding  to  velocities  between  2  and  3  and  over  10  feet  per 
second  are  in  italics. 

54 


BRICK  SEWERS  —30  TO  66  INCHES. 


=  100. 


Slope 
in  Feet 
per  1000. 

30" 

36" 

42" 

48" 

54" 

60" 

66" 

Discharge  in  Cubic  Feet  per  Second,  Running  Full. 

0.30 

48 

0.35 

.... 

.... 



41 

52 

0.40 

.... 

.... 

33 

44 

56 

0.45 

.... 



26 

35 

46 

60 

0.50 

19.3 

27 

37 

49 

63 

0.55 

20.3 

29 

39 

52 

67 

0.60 

14:2 

21.2 

30 

41 

54 

70 

0.65 

14.8 

22.2 

32 

43 

57  • 

73 

-0.70 

15.4 

23.1 

33 

45 

^69. 

76 

0.80 

10.2 

16.6 

24.8 

35 

48 

63 

82 

0.9 

10.9 

17.6 

26.5 

38 

51 

68 

87 

1.0 

11.6 

18.7 

28.0 

40 

.54 

71 

92 

1.1 

12  .2 

19.7 

29.5 

42 

57 

75 

97 

1.2 

12.8 

20.6 

30.9 

44 

60 

79 

101 

1.4 

13.9 

22  .4 

33.5 

48 

65 

86 

110 

1.6 

14.9 

24.0 

36.0 

51 

70 

92 

118 

1.8 

15.9 

25.6 

38.4 

55 

74 

98 

126 

2.0 

16.8 

27.1 

40.6 

58 

79 

104 

134 

2.2 

17.7 

28.6 

42.9-- 

61 

83  , 

110 

141 

2.4 

18.5 

29.9 

44.9 

64 

87 

115 

147 

2.6 

19.3 

31.2 

46.8 

66 

91 

120 

154 

2.8 

20.1 

32.5 

48.8 

69 

94- 

125 

160 

3.0 

20.9 

33.8 

51 

72 

98 

130 

166 

3.5 

22.7 

36.7 

55 

78 

107 

141 

181 

4.0 

24.4 

39.5 

59 

84 

114 

151 

194 

4.5 

26.0 

42.0 

63 

90 

122 

161 

207 

5.0 

27.5 

44.5 

67 

95 

129 

170 

219 

5.5 

29.0 

47 

70 

100 

136 

180 

231 

6.0 

30.4 

49 

n 

105 

143 

188 

241 

6.5 

31.8 

51 

77 

109 

149 

197 

253 

7 

33.0 

53 

80 

114 

155 

205 

263 

8 

35.5 

57 

86 

122 

166 

220 

282 

9 

37.8 

61 

92 

130 

178 

234 

301 

10 

40.0 

65 

97 

138 

188 

248 

319 

11 

42.1 

68 

102 

145 

198 

261 

335 

Quantities  corresponding  to  velocities  between  2  and  3  and  over  7  feet  per  sec- 
ond are  in  italics. 

55 


BRICK  SEWERS,— 72  TO  108  INCHES. 

c  =  100. 


Slope 
in  Feet 
per  1000. 

72" 

78" 

84" 

90" 

96" 

108" 

Discharge  in  Cubic  Feet  per  Second,  Running  Full. 

0.18 

133 

0.20 

.... 

.... 

.... 

103 

141 

0.22 

.... 

.... 

77 

92 

109 

148 

0.24 

.... 

66 

80 

97 

114 

156 

0.26 



69 

84 

101 

119 

162 

0.28 

58 

72 

87 

105 

124 

169 

0.30 

60 

74 

91 

109 

129 

175 

0.32 

62 

77 

94 

113 

133 

182 

0.34 

65 

80 

97 

116 

138 

188  • 

0.36 

66 

82 

100 

120 

142 

194 

0.38 

69   • 

85 

103 

124 

146 

199 

0.40 

71 

87 

106 

127 

150 

205 

0.45 

75 

93 

113 

136 

160 

218 

0.50 

79 

98 

119 

144 

169 

230 

0.55 

84 

103 

126 

151 

178 

243 

0.60 

88 

108 

132 

.158 

187 

255 

0.65 

92 

113 

138 

166 

196 

266 

0.70 

95 

118 

143 

172 

203 

277 

0.75 

99 

122 

149 

179 

211 

288 

0.8 

102 

126 

154 

185 

218 

298 

0.9 

109 

135 

164 

197 

233 

316 

1.0 

116 

143 

173 

207 

246 

335 

1.1 

122 

150 

182 

220 

259 

353 

1.2 

128 

158 

192 

230 

272 

370 

1.3 

133 

164 

200 

240 

284 

386 

1.4 

139 

171 

208 

250 

295 

402 

1.5 

144 

178 

216 

260 

306 

418 

1.6 

149 

184 

224 

269 

317 

433 

1.8 

159 

196 

238 

287 

338 

460 

2.0 

168 

207 

252 

304 

357 

488 

2.2 

176 

218 

265 

319 

376 

510 

2.4 

185 

229 

278 

335 

395 

540 

2.6 

194 

239 

290 

349 

412 

560 

2.8 

201 

249 

302 

364  . 

429 

570 

3.0 

209 

258 

314 

378 

446 

610 

Quantities  corresponding  to  velocities  between  2  and  3  and  over  7  feet  per  sec- 
ond are  in  italics. 

56 


BRICK  SEWERS  —10  TO  15  FEET. 

c  =  100. 


Slope 
in  Feet 
per  1000. 

10' 

11' 

12' 

13' 

14' 

16' 

Discharge  in  Cubic  Feet  per  Second,  Running  Full. 

0.09 

350 

0.10 

.... 

.... 

.... 

310 

372 

0.11 

.... 

.... 

868 

326 

391 

0.12 

.... 

228 

281 

341 

410 

0.13 



238 

294 

856 

428 

0.14 

197 

248 

305 

371 

445 

0.15 

159 

205 

257 

318 

385 

462 

0.16 

165 

211 

266 

329 

400 

479 

0.18 

176 

225 

284 

350 

425 

510 

0.20 

186 

239 

300 

370 

450 

540 

0.22 

196 

251 

316 

390 

474 

570 

0.24 

205 

263 

331 

409 

496 

600 

0.26 

214 

275 

346 

426 

520 

620 

0.28 

222 

286 

360 

444 

540 

650 

0.30 

231 

297 

374 

461 

560 

670 

0.32 

240 

307 

387 

'477 

580 

700 

0.34 

247 

318 

400 

494 

600 

720 

0.36 

255 

328 

412 

510 

620 

740 

0.38 

262 

337 

425 

520 

640 

760 

0.40 

270 

347 

436 

540 

650 

780 

0.45 

288 

370 

465 

570 

700 

840 

0.50 

305 

391 

492 

610 

740 

890 

0.55 

321 

412 

520 

640 

780 

930 

0.60 

336 

432 

540  > 

670 

810 

980 

0.65 

351 

451 

570 

700 

850 

1020 

0.70 

365 

470 

590 

730 

890 

1060 

0.75 

380 

488 

610 

760 

920 

1100 

0.8 

392 

500 

630 

780 

950 

1140 

0.9 

418 

540 

680 

830 

1010 

1220 

1.0 

443 

570 

720 

880 

1070 

1290 

1.1 

466 

600 

750 

930 

1130 

1360 

1.2 

488 

630 

790 

980 

1180 

1420 

1.3 

510 

'  660 

820 

1020 

1240 

1480 

1.4 

530 

680 

860 

1060 

1290 

1540 

1.5 

550 

710 

890 

1100 

1340 

1600 

Quantities  corresponding  to  velocities  between  2  and  3  and  over  7  feet  per  sec- 
ond are  in  italics. 

57 


COMPUTATION  OF  DECREASE  IN  THE  VALUE  OF  c  IN 
CAST-IRON  PIPE,  WITH  AVERAGE  SOFT  UNFIL- 
TERED  RIVER  WATER,  THROUGH  A  PERIOD  OF 
YEARS. 

1st.  Assume  that  the  original  value  of  c  is  130. 

2d.  Assume  that  the  increase  in  loss  of  head  due  to  tuberculation,  etc.,  amounts 
to  3%  per  year. 

3d.  Assume  that  the  diameter  of  the  pipe  is  reduced  by  tuberculation  at  the  rate 
of  0.01  inch  per  year,  and  that  the  value  of  c  must  be  modified  to  correct  for  this. 


Age  of 
Pipe  in 

Years. 

Value  of  c, 
with  no  Al- 
lowance for 
Reduction  in 
Diameter. 

4" 

6" 

8" 

10" 

12" 

16" 

20" 

24" 

80" 

86" 

48" 

60" 

Value  of  c  after  Making  Allowance  for  Decrease  in  Diameter. 

0 

130 

130 

130 

130 

130 

130 

130 

130 

130 

130 

130 

130 

130 

10 

113 

106 

108 

109 

110 

110 

111 

111 

112 

112 

112 

112 

112 

20 

101 

88 

92 

94 

96 

97 

98 

99 

99 

99 

99 

100 

100 

30 

92 

75 

80 

83 

85 

86 

87 

88 

89 

90 

90 

90 

91 

40 

85 

64 

71 

74 

76 

78 

79 

80 

81 

82 

83 

83 

84 

50 

79.3 

56 

63 

67 

69 

71 

73 

74 

75 

76 

76 

77 

78 

60 

74.6 

48 

56 

61 

63 

65 

67 

69 

70 

71 

71 

72 

73 

70 

70.6 

42 

51 

55 

58 

60 

62 

64 

65 

66 

67 

67 

68 

80 

67.1 

37 

46 

51 

54 

56 

58 

60 

61 

62 

63 

64 

65 

90 

64.2 

33 

42 

47 

50 

52 

55 

57 

58 

59 

60 

61 

62 

100 

61.5 

29 

38 

43 

47 

49 

52 

54 

55 

56 

57 

58 

59 

58 


COMPARISON  OF  THE  LOSS  OF  HEAD  OF  WATER  IN 
PIPES  OF  VARIOUS  AGES,  AS  COMPUTED  BY 
THE  METHODS  USED 

(1)  by  COFFIN:  "  Graphical  Solution  of  Hydraulic  Problems/' 

(2)  by  WESTON:  "'Friction  of  Water  in  Pipes." 

(3)  by  HAZEN  &  WILLIAMS:    Figures  used  in  this  volume. 


Age  of 
Pipe  in 
Years. 

Diam- 
eter of 
Pipe  in 
Inches. 

Velocity  of 
1  Foot  per  Second. 

Velocity  of 
3  Feet  per  Second. 

Velocity  of 
5  Feet  per  Second. 

Coffin. 

Weston 

Hazen 
&  Wil- 
liams. 

Coffin. 

Weston 

Hazen 
&  Wil- 
liams. 

Coffin. 

Weston 

Hazen 
&  Wil- 
liams. 

New 

4 

1.55 

1.18 

1.32 

11.7 

10.4 

10.2 

30.0 

29.0 

26.0 

it 

16 

0.28 

0.25 

0.26 

2.09 

2.20 

2.00 

5.3 

6.2 

5.2 

it 

48 

0.067 

0.080 

0.072 

0.51 

0.71 

0.55 

1.3 

2.0 

1.4 

10 

4 

1.88 

1.54 

1.90 

16.0 

13.6 

15.0 

44.0 

38.0 

38.0 

(i 

16 

0.34 

0.33 

0.35 

2.9 

2.9 

2.7 

7.8 

8.1 

7.0 

it 

48 

0.08 

0.10 

0.10 

0.7 

0.9 

0.7 

1.9 

2.6 

1.9 

20 

4 

2.30 

1.90 

2.70 

21.0 

17.0 

21.0 

61.0 

47.0 

53.0 

it 

16 

0.41 

0.41 

0.44 

3.8 

3.6 

3.4 

11.0 

10.0 

9.0 

tt 

48 

0.10 

0.13 

0.12 

0.9 

1.2 

0.9 

2.6 

3.2 

2.3 

40 

4 

3.10 

2.60 

4.90 

31.0 

23.0 

38.0 

96.0 

65.0 

96.0 

it 

16 

0.55 

0.56 

0.65 

5.6 

5.0 

5.0 

17.0 

14.0 

13.0 

tt 

48 

0.13 

0.18 

0.17 

1.4 

1.6 

1.3 

4.2 

4.4 

3.3 

59 


SHORT  METRIC  EQUIVALENT  PIPE  TABLE. 


Discharge  in 

Loss  of  Head  in  Meters  per  1000  meters  of  length. 

Gallons 
Daily. 

Cubic  Meters 
Daily. 

Diameters  in  Meters. 

Z)=0.1 
=3.94 
Ins. 

I>=0.2 

=  7.87 
Ins. 

Z)=0.3 
=  11.81 
Ins. 

Z>=0.4 
=  15.75 
Ins. 

Z>=0.5 
=  19.68 
Ins. 

D=0.6 
=23.62 
Ins. 

Z>=0.8 
=  31.50 
Ins. 

D=1.0 
=  39.37 
Ins. 

Z)=1.2 
=  47.24 
Ins. 

c=100 
Old. 

c=100 
Old. 

c=130 
New. 

26,417 

100 

130 

0.6 

0.02 

39,626 

150 

195 

1.2 

0.04 

52,834 

200 

260 

2.0 

0.07 

0.01 

66,042 

250 

325 

3.1 

0.11 

0.01 

79,251 

300 

390 

4.3 

0.15 

0.02 

92,459 

350 

455 

5.8 

0.20 

0.03 

105,668 

400 

520 

7.4 

0.25 

0.03 

0.01 

132,085 

500 

650 

11.2 

0.38 

0.05 

0.01 

t 

158,502 

600 

780 

15.6 

0.54 

0.07 

0.02 

0.01 

211,336 

800 

1,040 

26.6 

0.91 

0.13 

0.03 

0.01 

264,170 

1,000 

1,300 

40.5 

1.38 

0.19 

0.05 

0.02 

0.01 

317,004 

1,200 

1,560 

57 

1.93 

0.27 

0.07 

0.02 

0.01 

369,838 

1,400 

1,820 

76 

2.58 

0.3G 

0.09 

0.03 

0.01 

422,672 

1,600 

2,080 

97 

3.30 

0.46 

0.11 

0.04 

0.02 

475,506 

1,800 

2,340 

120 

4.10 

0.57 

0.14 

0.05 

0.02 

528,340 

2,000 

2,600 

146 

5.0 

0.69 

0.17 

0.06 

0.02 

660,425 

2,500 

3,250 

220 

7.5 

1.05 

0.26 

0.09 

0.04 

792,510 

3,000 

3,900 

310 

10.6 

1.47 

0.36 

0.12 

0.05 

0.01 

1,056,680 

4,000 

5,200 

515 

18.0 

2.50 

0.62 

0.21 

0.09 

0.02 

0.01 

1,320,850 

1,585,020 
2,113,360 

5,000 

6,000 
8,000 

6,500 

7,800 
10,400 

800 

27.2 

38 
65 

3.80 

5.3 
9.1 

0.93 

1.31 
2.23 

0.31 

0.44 
0.75 

0.13 

0.18 
0.31 

0.03 

0.04 
0.08 

0.01 

0.02 
0.03 

0.01 

0.01 

2,641,700 

10,000 

13,000 

99 

13.7 

3.38 

1.13 

0.47 

0.12 

0.04 

0.02 

3,170,040 

12,000 

15,600 

138 

19.2 

4.70 

1.60 

0.65 

0.16 

0.05 

0.02 

3,698,380 

14,000 

18,200 



183 

25.6 

6.3 

2.10 

0.87 

0.22 

0.07 

0.03 

4,226,720 

16,000 

20,800 

235 

32.8 

8.0 

2.70 

1.12 

0.28 

0.09 

0.04 

4,755,060 

18,000 

23,400 

292 

41.8 

10.0 

3.40 

1.38 

0.34 

0.12 

0.05 

5,283,400 
6,604,250 
7,925,100 

10,566,800 
13,208,500 
15,850,200 
21,133,600 
26,417,000 

20,000 
25,000 
30,000 

40,000 
50,000 
60,000 
80,000 
100,000 

26,000 
32,500 
39,000 

52,000 
65,000 
78,000 
104,000 
130  000 

356 

50 
75 
105 

180 
272 

12.2 
18.4 
25.8 

43 
67 
93 
160 
240 

4.10 
6.2 

8.7 

14.8 
22.4 
31.5 
53 

81 

1.68 
2.55 
3.55 

6.1 
9.2 
12.8" 
22.0 
33.0 

0.42 
0.63 
0.88 

1.50 
2.26 
3.20 
5.4 

8.2 

0.14 
0.21 
0.29 

0.50 
0.76 
1.07 
1.80 
2.73 

0.06 
0.09 
0.12 

0.21 
0.31 
0.44 
0.75 
1.13 

60 


VENTURE   METERS. 

TABLE  SHOWING  HEAD  LOST  IN  EXCESS  OF  THAT  LOST  IN 
STRAIGHT  PIPE,  EXPRESSED  IN  TERMS  OF  THE  VELOCITY 
HEAD  IN  THE  PIPE. 

Note. — The  velocity  head  for  any  given  discharge  and  pipe  size  may  be  found 

in  the  pipe  tables. 


Diam- 
eter of 
Throat, 
Inches. 

,                                                       Diameter  of  Pipe. 

10" 

12" 

16" 

20" 

24" 

30" 

36" 

42" 

48" 

54" 

60" 

66" 

72" 

78" 

84" 

Loss  of  Head  in  Terms  of  Velocity  Head. 

4 
4.5 

5 
5.5 
6 

6.5 

7 
7.5 
*  8 
8.5 

9 
9.5 
10 
11 
-12 

13 
14 
15 
16 
17 

18 
19 
20 
21 
22 

23 

24 
25 

26 

27 

28 
29 
30 
31 
32 

6 
4 
2 

12 
7 
5 
3 
2 

39 
20 
15 
10 

7* 

5 
4 
3 
2 

38 
25 

-18 

13 
10 

7 
5 
4 

3 
3 
2 

37 

26 
20 
15 
11- 
9 

7 
6 
5 
3 
2 

36 

28 
22 

17 
14 
11 

7 
5 

4 
3 
2 

35 

28 
23 
15 

i; 

8 
6 
4 
3 
3 

2 

29 
20 

15 
11 
8 
6 
5 

4 
3 
2 
2 

34 

25 
18 
14 
11 
8 

6 
5 
4 
3 
3 

2 
2 

29 
22 
17 
13 

10 

8 
7 
6 
5 

4 
3 
3 
2 
2 

34 
26 
20 

16 
13 
10 
8 

'7 

6 
5 
4 
4 
3 

3 
2 
2 

29 

23 
18 
15 
12 
10 

8 
7 
6 
5 
4 

4 
3 
3 
3 
2 

33 
26 
21 
18 
14 

12 

10 
9 

7 
6 

5 
5 
4 
4 
3 

/ 

29 
24 
20 

16 
14 
12 
10 
9 

7 
6 
6 
5 
4 

32 

27 

22 
19 
16 
14 
12 

10 
9 

8 
7 
6 



UNDERDRAINS   FOR   SAND  FILTERS. 

(No  compensating  orifices  used.) 


Rate  of  filtration,  mil- 
lion gallons  per  acre 
daily 

3 

4 

5 

6 

8 

10 

1  K 

Assumed  resistance  of 
clean  sand,  feet  
Total  allowable  friction 
and  velocity  head  in 
underdrainage  system 
Approximate    ratio    of 
filter  area  to  area  of 
main  drain    

0.090 
0.022 
6,300 

0.120 
0.030 
5,600 

0.150 
0.037 
5,100 

0.180 
0.045 
4,700 

0.240 
0.060 
4,200 

0.300 
0.075 
3800 

0.450 
0.112 
3  200 

Approximate  velocity  in 
main  drain  (varying 
somewhat  with  size)  . 
Approximate     velocity 
in    laterals   .(varying 
somewhat  with  size)  . 

0.67 
0.40 

0.80 
0.48 

0^90 
0.55 

1.00 
0.61 

1.18 
0.72 

1.34 

0.82 

1.68 
1.04 

MAXIMUM  AREAS  DRAINED  IN  SQUARE  FEET. 


2"  round  lateral  

79 

70 

64 

59 

53 

48 

41 

3"   '  '    '  '   ... 

180 

160 

147 

137 

122 

111 

93 

4//   <  i    ti 

325 

288 

264 

245 

218 

200 

168 

5"   "    " 

517 

460 

420 

390 

345 

316 

266 

6"   "    "  

750 

670 

610 

570 

500 

460 

390 

O//     t  I         « 

1,340 

1,200 

1,090 

1,010 

900 

820 

690 

6"  split    "  

360 

320 

290 

270 

240 

220 

180 

8"  '  '     "  

640 

570 

520 

490 

430 

400 

320 

10"  "     " 

1,020 

900 

830 

770 

680 

630 

530 

i  o//   i  i       ll 

1,480 

1,320 

1,200 

1,120 

1,000 

910 

770 

10"  round  main 

3,400 

3,000 

2,700 

2,500 

2,200 

2,000 

1,700 

\2"   "    " 

4,900 

4,300 

3,900 

3,600 

3,200 

2,900 

2,400 

15"   "    "  

7,700 

6,900 

6,200 

5,800 

5,100 

4,600 

3,900 

18"   '  '    '  '  

11,200 

10,000 

9,000 

8,300 

7,400 

6,700 

5,600 

21"   "   '" 

15300 

13600 

12  300 

11  400 

10000 

9  100 

7600 

24"  «    tt 

20,000 

17,700 

16,100 

14,900 

13,200 

12,000 

10,000 

07"   '  '     '  < 

25,400 

22400 

20,300 

18,800 

16,600 

15,100 

12,600 

30"   "    "  

31,500 

27,800 

25,300 

23,400 

20,700 

18,800 

15,700 

33"   "    "   

38,000 

34,000 

31,000 

28,000 

25,000 

23,000 

19,000 

Of»//     <  (       t  ( 

45,000 

40,000 

37,000 

34,000 

30,000 

27,000 

22,000 

Note. — For  main  drains,  c  is  taken  as  110,  and  it  is  assumed  that  the  space 
drained  is  twice  as  long  as  wide.  For  lateral  drains,  c  is  taken  as  100,  and  it  is 
assumed  that  the  space  drained  is  four  times  as  long  as  wide.  Considerable  change 
in  shape  of  area  drained  does  not  greatly  affect  the  results,  and  the  figures  may 
be  used  as  approximations  for  all  ordinary  conditions. 

62 


THE  PLOW  OF  WATER  OVER  WEIRS. 


SHARP-EDGED  WEIRS, 

THE  basis  of  our  experimental  knowledge  of  the  discharge  of  water 
over  weirs  of  size  applicable  to  the  cases  usually  encountered  in  prac- 
tice rests  primarily  upon  three  investigations,  viz.: 

(a)  That  of  Mr.  Jas.  B.  Francis,  M.  Am.  Soc'.  C.  E.,  made  at  Lowell, 

Mass.,  in  1852. 

(6)  That  of  Messrs.  Alphonse  Fteley  and  Frederic  P.  Stearns,  Mem- 
bers Am.  Soc.  C.  E.,  made  at  Boston,  Mass.,  in  1877,  1878, 
•and  1879. 
(c)  That  of  M.  Henry  Bazin,  Inspecteur  General  des  Ponts  et  Chaus- 

sees,  made  at  Dijon,  France,  in  1886,  1887,  and  1888. 
Each  of  these  investigations  has  given  rise  to  a  formula  for  deter- 
mining the  flow  of  water  over  a  sharp-edged  vertical  weir  without  end 
contractions,  named  from  the  observers,  and  these  three  formulas  com- 
prise those  most  commonly  applied  in  practice. 

The  symbols  used  in  these  formulas  and  in  the  following  tables  are: 
.ff=the  total  head  or  height  from  the  crest  of  the  weir  to  still  water, 

measured  in  feet; 

h=ihe  observed  head  or  height  of  the  surface  of  the  running  water 
above  the  crest  of  the  weir,  at  some  convenient  point,  meas- 
ured in  feet; 
&v=the  head  to  which  the  mean  velocity  of  the  approaching  water  is 

v2 

due,  measured  in  feet — i.e.,  hv=- where  v  =  velocity  in  feet 

*9 

per  second; 
L=the  total  length  of  the  crest  of  the  weir,  or  the  mean  width  of  the 

over-falling  sheet  at  the  plane  of  the  weir,  measured  in  feet; 
p=the  height  of  the  crest  of  the  weir  above  the  bottom  of  the  channel 

of  approach,  measured  in  feet; 

Q  =  the  quantity  of  water  discharged  per  second  over  a  weir,  meas- 
ured in  cubic  feet; 

<7  =  the  acceleration  due  to  gravity  =  32. 16  feet  per  second. 

63 


64  THE  FLOW  OF  WATER   OVER  WEIRS. 

The  Francis  formula,  then,  is  : 

Q  =  3.33L#3/*    or    Q  =  3. 
The  Fteley  and  Stearns  formula  is  : 
Q  =  3.31L#^  +  0.007L    or    Q  = 
The  Bazin  formula  is: 


Q=mLhV2&,  where   m=   0.405  +  l  +  0.55 


The  several  observers  used  different  methods  of  reading  the  head  h, 
and  for  an  accurate  application  of  the  formulas  the  head  should  be  read 
in  the  same  manner  as  in  the  original  experiments. 

Mr.  Francis,  in  the  experiments  upon  which  his  formula  is  based, 
observed  the  head  as  communicated  through  a  small  orifice  (about 
J  inch  diameter),  in  the  side  of  the  channel  of  approach,  about  1  foot 
below  the  level  of  the  crest  and  6  feet  up-stream  therefrom,  which 
was  connected  through  a  pipe  about  18  inches  long  to  a  cistern,  where 
the  surface  was  read  by  a  hook  gage.  The  weir  was  of  L  =  10  feet. 

In  a  part  of  their  experiments,  which  were  made  on  a  weir  with  L  =  5 
feet,  Messrs  ."  Fteley  and  Stearns  made  use  of  a  small  orifice  in  the 
center  of  a  plank  10  inches  long,  set  with  its  face  vertical  and  parallel 
to  the  axis  of  the  channel  of  approach,  and  about  16  inches  from  the 
side  wall,  so  that  the  orifice  was  about  10  inches  above  the  bottom  and 
6  feet  up-stream  from  the  weir,  the  orifice  being  connected  by  piping  to 
a  movable  cistern,  in  which  the  head  was  read  by  a  hook  gage.  For  the 
rest  of  their  experiments  these  observers  made  use  of  eight  small  ori- 
fices simultaneously,  which  were  connected  in  pairs,  opening  in  opposite 
directions.  These  orifices  were  in  the  center  of  steel  plates  about 
6  inches  long,  located  parallel  to  the  current  at  about  the  level  of  the 
crest  of  the  weir,  and  were  6  feet  up-stream  therefrom,  and  18  inches 
and  7  feet  respectively  from  the  side  walls  of  the  channel,  the  weir 
being  of  L=19  feet. 

In  the  experiments  of  M.  Bazin,  who  worked  on  weirs  of  L  =  6.56 
feet,  3.28  feet,  and  1.64  feet,  the  head  was  communicated  through  an 
orifice  4  inches  in  diameter,  at  the  bottom  of  the  channel  of  approach 
and  16.3  feet  up-stream  from  the  weir,  connecting  with  a  pit,  wherein  the 
surface  of  water  was  located  by  a  hook  gage  and  a  dial-float. 

Experimental  comparisons  of  these  formulas,  where  the  heads  were 
observed  in  the  manner  described  for  each,  has  shown  them  to  agree 


THE  FLOW  OF  WATER  OVER  WEIRS.  65 

within  2\  per  cent  for  heads  from  0.5  up  to  3  feet,  and  that  the  Fteley 
and  Stearns  and  the  Bazin  formulas  agree  within  2  per  cent  for  heads 
up  to  4  feet.  The  Francis  formula  was  only  intended  to  apply  between 
heads  of  0.5  and  2.0  feet,  and  should  not  be  used  for  higher  heads. 
Where  other  methods  of  reading  the  head  are  used,  errors  of  as  much 
as  10  per  cent  may  be  introduced.  One  of  the  most  erroneous  of  these 
is  by  the  aid  of  a  pipe  placed  in  the  current  parallel  to  the  weir  and 
perforated  upon  its  bottom  or  top. 

A  very  convenient  as  well  as  accurate  means  of  reading  the  head 
upon  a  weir,  and  one  which  introduces  but  a  small  error,  is  by  the  use 
of  a  sharp-pointed  plumb-bob  suspended  upon  a  steel  tape,  the  latter 
passing  over  a  block  on  which  a  line  is  drawn  at  right  angles  to  the 
tape,  the  reading  taken  being  that  of  the  tape  where  the  line  intersects 
it.  The  reading  of  the  tape  corresponding  to  the  position  of  the  bob 
when  in  contact  with  the  water  surface,  when  the  latter  is  at  the  level 
of  the  crest  of  the  weir,  must  be  determined  and  used  as  the  datum. 
The  point  of  observation  should  be  far  enough  away  from  the  crest  of 
the  weir  to  be  beyond  the  curve  of  the  approaching. sheet,  and  the  ele- 
vation of  the  water  surface  may  be  read  by  allowing  the  point  of  the 
bob  to  come  in  contact  with  it,  the  bob  being  still,  or  by  swinging  the 
bob  and  allowing  it  to  cut  the  water  surface.  Whichever  method  is 
adopted  should  be  used  in  determining  the  datum  reading,  as  the  indi- 
cations are  somewhat  different.  Such  readings  will  be  found  to  fit  the 
Bazin  formula  more  accurately  than  they  will  either  of  the  others. 

To  facilitate  the  use  of  this  formula,  the  following  table  giving  the 
discharge  over  weirs  of  various  heights  from  2  to  30  feet  and  for  heads 
from  0.1  to  6.0  feet  is  presented.  The  discharges  in  this  table  can  only 
be  used  in  cases  where  the  level  of  the  water  surface  on  the  down-stream 
side  of  the  weir  is  below  the  crest,  and  the  space  between  the  face  of 
the  weir  and  the  over-falling  sheet  is  in  free  connection  with  the  out- 
side air.  If  a  partial  vacuum  be  formed  behind  the  sheet,  from  lack 
of  free  circulation,  the  discharge  will  be  increased,  under  some  condi- 
tions as  much  as  5  per  cent.  If  the  water  on  the  down-stream  side  rise 
above  the  crest,  the  weir  then  becomes  submerged  or  drowned  and  the 
discharge  is  consequently  decreased. 


DISCHARGE  PER  FOOT  OF  LENGTH  OVER  SHARP-EDGED 
VERTICAL  WEIRS,  WITHOUT  END  CONTRACTIONS. 

COMPUTED  BY  BAZIN'S  FORMULA. 


Q  _    0.405  + 
Observed  head  =  h. 


(0. 
\ 


Height  of  weir  =  p.     Discharge  =Q. 
Length  of  weir=L. 


gr=32.17  feet. 


h 

in  Feet. 

p  =  2  Ft. 

p  =  3  Ft. 

p  =  4Ft. 

p  =  5  Ft. 

p  =  6Ft. 

p  =  7  Ft. 

P  =  8  Ft. 

h 
in  Feet. 

Cu.  Ft. 
per  Sec. 

Q 

Cu.  Ft. 
per  Sec. 

Q 
Cu.  Ft. 

per  Sec. 

Q 

Cu.  Ft, 
per  Sec. 

Q 
Cu.  Ft. 

per  Sec. 

Q 
Cu.  Ft. 
per  Sec. 

Cu.  Ft. 
per  Sec. 

0.1 

0.13 

0.13 

0.13 

0.13 

0.13 

0.13 

0.13 

0.1 

0.2 

0.33 

0.33 

0.33 

0.33 

0.33 

0.33 

0.33 

0.2 

0.3 

0.58 

0.58 

0.58 

0.58 

0.58 

0.58 

0.58 

0.3 

0.4 

0.88 

0.88 

0.88 

0.87 

0.87 

0.87 

0.87 

0.4 

0.5 

1.23 

1.22 

1.21 

1.21 

1.21 

1.21 

1.21' 

0.5 

0.6 

1.62 

1.59 

1.59 

1.58 

1.58 

1.58 

1.58 

0.6 

0.7 

2.04 

,     2.01 

1.99 

1.98 

1.98 

1.98 

1.98 

0.7 

0.8 

2.50 

2.45 

2.43 

2.42 

2.41 

2.41 

2.41 

0.8 

0.9 

3.00 

2.93 

2.90 

2.88 

2.88 

2.87 

2.86 

0.9 

1.0 

3.53 

3.44 

3.40 

3.38 

3.36 

3.36 

3.35 

1.0 

1.2 

4.68 

4.55 

4.48 

4.47 

4.42 

4.41 

4.40 

1.2 

1.4 

5.99 

5.78 

5.68 

5.62 

5.58 

5.56 

5.54 

1.4 

1.5 

6.65 

6.44 

6.30 

6.23 

6.20 

6.18 

C.16 

1.5 

1-1L 

.  7.40 

7.12 

6.97 

6.89 

6-84.. 

6.80 

6.78. 

1.6 

1.8 

8.93 

8.56 

8.37 

8.25 

8.18 

8.13 

8.09 

1.8 

2.0 

10.58 

10.12 

9.87 

9.72 

9.62 

9.55 

9.51 

2.0 

2.2 

12.34 

11.77 

11.46 

11.27 

11.14 

11.06 

10.99 

2.2 

2.4 

14.20 

13.53 

13.15 

12.91 

12.75 

12.64 

12.56 

2.4 

2.5 

15.20 

14.43 

14.09 

13.80 

13.61 

13.50 

13.42 

2.5 

2.6 

16.16 

15.38 

14.92 

14.63 

14.44 

14.30 

14.20 

2.6 

2.8 

18.23 

17.32 

16.79 

16.44 

16.21 

16.04 

15.92 

2.8 

3.0 

20.39 

19.36 

18.74 

18.33 

18.06 

17.86 

17.71 

3.0 

3.2 

22.64 

21.48 

20.77 

20.31 

19.98 

19.75 

19  .  58 

3.2 

3.4 

24.98 

23.70 

22.89 

22.36 

21.99 

21.72 

21.52 

3.4 

3.5 

26.20 

24.83 

24.00 

23.43 

23.01 

22.73 

22.48 

3.5 

3.6 

27.41 

25.99 

25.09 

24.49 

24.00 

23.75 

23.52 

3.6 

3.8 

29.94 

28.38 

27.38 

26.70 

26.22 

25.87 

25.60 

3.8 

4.0 

32.54 

30.84 

29.74 

28.99 

28.45 

28.05 

27.74 

4.0 

4.2 

35.22 

33.39 

32.18 

31.35 

30.75 

30.30 

29.96 

4.2 

4.4 

37.99 

36.01 

34.70 

33.78 

33.12 

32.62 

32.24 

4.4 

4.6- 

40.83 

38.71 

37.29 

36.29 

35/56 

35.01 

34.58 

4.13 

4.8 

43.75 

41.49 

39.96 

38.87 

38.07 

37.46 

37.00 

4.8 

5.0 

46.71 

44.31 

42.67 

41.49 

40.62 

39.96 

39.44 

5.0 

5.2 

49.81 

47.27 

45.50 

44.23 

43.29 

42.57 

42.01 

5.2 

5.4 

52.94 

50.23 

48.38 

47.02 

46.00 

45.22 

44.60 

5.4 

5.6 

56.15 

53.33 

51.34 

49.88 

48.79 

47.94 

47.28' 

5.6 

5.8 

59.42 

56.45 

54.34 

52.79 

51.62 

50.71 

49.99 

5.8 

6.0 

62.77 

59.65 

57.43 

55.78 

54.53 

53.55 

52.78 

6.0 

66 


DISCHARGE  PER  FOOT  OF  LENGTH  OVER  SHARP-EDGED 
VERTICAL  WEIRS,  WITHOUT  END  CONTRACTIONS. 

COMPUTED  BY  BAZIN'S  FORMULA. 

.00984' 


/  .00984\  f 

(0.405  +— j[ 


1+OJ 


Observed  head=/i. 


Height  of  weir  =  p.     Discharge1 
Length  of  weir  =  L. 


•-Q.    0=32.17  feet. 


h 

in  Feet. 

p  =  9  Ft. 

p  =  10  Ft. 

p  =  12  Ft. 

P  =  16  Ft. 

p  =  20  Ft. 

p  =  25  Ft. 

p=30Ft. 

h 
in.  Feet. 

0.1 

Cu.  Ft. 
per  Sec. 

Q 

Cu.  Ft. 
per  Sec. 

Cu.  Ft. 
per  Sec. 

Q 

Cu.  Ft. 
per  Sec. 

Q 
Cu.  Ft. 
per  Sec. 

Q 
Cu.  Ft. 
per  Sec. 

Cu.  Ft. 
per  Sec. 

0.1 

0.13 

0.13 

0.13 

0.13 

0.13 

0.13 

0.13 

0.2 

0.33 

0.33 

0.33 

0.33 

0.33 

0.33 

0.33 

0.2 

0.3 

0.58 

0.58 

0.58 

0.58 

0.58 

0.58 

0.58 

0.3 

0.4 

0.87 

0.87 

0.87 

0.87 

0.87 

0.87 

0.87 

0.4 

0.5 

1.21 

1.21 

1.21 

1.21 

1.20 

1.20 

1.20 

0.5 

0.6 

1.57 

1.57 

1.57 

1.57 

1.57 

1.57 

1.57 

0.6 

0.7 

1.97 

1.97 

•     1.97 

1.97 

1.97 

1.97 

1.97 

0.7 

0.8 

2.40 

2.40 

2.40 

2.40 

2.40 

2.40 

2.40 

0.8 

0.9 

2.86 

2.86 

2.86 

2.85 

2.85 

2.85 

2.85 

0.9 

1.0 

3.35 

3.34 

3.34 

3.33 

3.33 

3.33 

3.33 

1.0 

1.2 

4.39 

4.38 

4.381 

4.37 

.    4.36 

4.36 

4.36 

1.2 

1.4 
1.5 

5.53 
6.14 

5.52 
6.13 

5.51 
6.12 

5.49 
6.11 

5.49 
6.10 

5.48 
6.09 

5.48 
6.09 

1.4 
IV 

1.6 

6.7G 

6.74 

6.73 

6.71 

6.69 

6.69 

6.68 

1.6 

1.8 

8.07 

8.05 

8.02 

7.99 

7.98 

7.97 

7.96 

1.8 

2.0 

9.47 

9.44 

9.40 

9.36 

9.34 

9.33 

9.32 

2.0 

2.2 

10.95 

10.91 

10.86 

10.81 

10.78 

10.76 

10.75 

2.2 

2.4 

12.50 

12.45 

12.39 

12.32 

12.28 

12.25 

12.24 

2.4 

2.5 

13.36 

13.28  * 

13.19 

13.14 

13.10 

13.07 

13.05 

2.5 

2.6 

14.13 

14.07_ 

_13.99 

13.90 

13.85 

13.82 

13.80 

2.6 

2.8 

15.83 

15.76 

15.66 

15.54 

15.48 

15.44 

15.42 

2.8 

3.0 

17.60 

17.52 

17.39 

17.25 

17.18 

17.13 

17.10 

3.0 

3.2 

19.45 

19.34 

19.19 

19.02 

18.93 

18.87 

18.83 

3.2 

3.4 

21.36 

21.24 

21.06 

20.86 

20.75 

20.68 

20.63 

3.4 

3.5 

22.38 

22.22 

22.00 

21.83 

21.71 

21.62 

21.60 

3.5 

3.6 

23.34 

23.20 

22.99 

22.75 

22.62 

22.53 

22.48 

3.6 

3.8 

25.39 

25  23 

24  .99^ 

24.71 

24.56 

24.45 

24.39 

3.8 

.4.0 

27.51 

2/  .*J$ 

27.85 

26.72 

26.55 

26.42 

26.35 

4.0 

4.2 

29.69 

29.48 

29.17 

28.79 

28'  59 

28.45 

28.36 

4.2 

4.4 

31.94 

31.70 

31.34 

30.92 

30.66 

30.52 

30.42 

4.4 

4.6 

34.25 

33.98 

33.58 

33.10 

32.84 

32.65 

32.53 

4.6 

4.8 

36.62 

36.33 

35.88 

35.35 

35.05 

34.83 

34.70 

4.8 

5.0 

39.03 

38.70 

38.21 

37.61 

37.28 

37.03 

36.88 

5.0 

5.2 

41.56 

41.20 

40.65 

39.98 

39.61 

39.33 

39.17 

5.2 

5.4 

44.11 

43.71 

43.12 

42.38 

41.96 

41.66 

41.47 

5.4 

5.6 

46.74 

46.31 

45.65 

44.84 

44.38 

44.04 

43.83 

5.6 

5.8 

49.41 

48.94 

48.22 

47.33 

46.83 

46.45 

46.22 

5.8 

6.0 

52.15 

51.64 

50.86 

49.90 

49.34 

48.92 

48.67 

6.0 

67 


68  THE  FLOW  OF  WATER  OVER  WEIRS. 


LOW  HEADS. 

For  heads  below  0.2  foot  the  Bazin  Formula  gives  discharges  some- 
wliat  in  excess  of  the  experimental  results  of  Fteley  and  Stearns,  and 
in  practice  accurate  weir  measurement  at  low  heads  becomes  extremely 
difficult  on  account  of  the  increased  relative  importance -of  errors  of 
observation,  and  of  changes  in  the  character  of  the  flow  if  the  edge  of 
the  weir  has  a  measurable  thickness.  It  may  also  be  expected  that 
the  temperature  of  the  water  will  exercise  considerable  influence.  For 
these  low  heads  the  formula  deduced  by  Fteley  and  Stearns  for  their 
small  weir,  Q=3.33L^/2  +  0.0065L,  gives  results  varying  from  the 
experiments  by  from  4  to  6  per  cent  for  heads  from  0.2  to  0.07  foot,  the 
lowest  observed.  The  actual  results  were  usually  greater  than  those 
given  by  the  formula.  For  a  head  of  0.1  foot  this  formula  gives  a  dis- 
charge of  0.11  cu.  ft.  per  second,  as  compared  with  0.13  cu.  ft.  by  Bazin. 
A  value  of  0.115  cu.  ft.  seems  quite  nearly  correct  for  this  head. 

END  CONTRACTIONS. 

For  weirs  having  end  contractions  the  formula  of  Mr.  Francis,  modi- 
fied as  he  proposed  by  subtracting  the  quantity  O.lnH  from  the  value 
of  L,  making  the  formula  Q=3.33(L-0.1n#)#8/2,  is  the  one  generally 
recognized.  In  this  modification  n  is  the  number  of  end  contractions, 
or  the  proportion  of  a  complete  contraction.  Recent  experiments 
indicate  that  the  effect  of  end  contractions  is  not  to  be  provided  for  by 
so  simple  a  formula,  and  until  more  data  are  available  such  weirs  should 
be  avoided  so  far  as  circumstances  will  permit. 

VERY  HIGH  WEIRS. 

When  the  weir  is  of  such  dimensions  in  proportion  to  the  channel 
of  approach  that  the  velocity  of  the  approaching  water  may  become 

/  0  00984\          

zero,  the  formula   of  Bazin  reduces  to  Q=l 0.405  +  ^ — \LhV2gh, 

which  corresponds  to  p= infinity,  and  the  following  table  gives  the  value 
of  the  several  factors,  and  the  discharge  under  this  condition  for  L=l 
foot.  In  this  and  the  preceding  table  g  has  been  taken  as  32.173  feet, 
that  being  its  value  for  latitude  40°  and  an  elevation  above  sea-level  of 
500  feet. 


VALUES   OF   FACTORS   IN   BAZIN'S   FORMULA   AND   DIS- 
CHARGE OVER  WEIR  OF  INFINITE  HEIGHT. 


Head  =  h 
in  Feet. 

Vtgh 

h\/2gh 

/0405  +  °-00984>! 

Discharge 
Q  in  Cu.  Ft.  per  Sec. 
for  L  =  1  Foot. 

\                    n       } 

0.1 

2.537 

0.254 

0.503 

0.13 

0.2       ' 

3.587 

0.717 

0.454 

0.33 

0.3 

4.394 

1.318 

0.438 

0.58 

0.4 

5.073 

2.029 

0.430 

0.87 

0.5 

5.672 

2.836 

0.425 

1.20 

0.6 

6.213 

3.728 

0.421 

1.57 

0.7 

6.711 

4.698 

0.419 

1.97 

0.8 

7.175 

5.740 

0.417 

2.40 

0.9 

7.610 

6.849 

0.416 

2.85 

1.0 

8.021 

8.021 

0.415 

3.33 

1.2 

8.787 

10.544 

0.413 

4.36 

1.4 

9.491 

13.287 

0.412 

5.48 

1.5 

9.824 

14.736 

0.412 

6.07 

1.6 

10.147 

16.234 

0.411 

6.68 

1.8 

10  .  762 

19.361 

0.410 

7.95 

2.0 

11.344 

22.688 

0.410 

9.30 

2.2 

11.898 

26.178 

0.409 

10.72 

2.4 

12.427 

29.825 

0.409 

12.20 

2.5 

12  .  683 

31  .  707 

0.409 

12.97 

2.6 

12.934 

33.631 

0.409 

13.75 

2.8 

13.423 

37.585 

0.409 

15.35 

3.0 

13.894 

41.682 

0.408 

17.02 

3.2 

14.349 

45.915 

0.408 

18.74 

3.4 

14.791 

50.290 

0.408 

20.51 

3.5 

15.008 

52.523 

0.408 

21.42 

3.6 

15.219 

54.785 

0.408 

22.34 

.     3.8 

15.637 

59.420 

0.408 

24.22 

4.0 

16.043 

64  .  170 

0.407 

26.15 

4.2 

16.439 

69.045 

0.407 

28.13 

4.4 

16.826 

74.030 

0.407 

30.15 

4.6 

17.204 

79.140 

0.407 

32.22 

4.8 

17.574 

84.360 

0.407 

34.34 

5.0 

17.936 

89.625 

0.407 

36.48 

5.2 

18.292 

95.120 

0.407 

38.70 

5.4 

18.640 

100.656 

0.407 

40.95 

5.6 

18.983 

106.305 

0.407 

43.24 

5.8 

19.318 

112.044 

0.407 

45.56 

6.0 

19.648 

117.888 

0.407 

47.94 

70  THE  FLOW  OF  WATER  OVER  WEIRS. 


FLAT-CREST  AND  OTHER  WEIRS. 

The  formulas  ,for  the  discharge  of  vertical  sharp-edged  weirs  cease  to 
be  applicable  when  the  crest  is  widened  or  the  up-stream  face  inclined, 
and  in  order  to  determine  what  modifications  should  be  taade  in  the 
computed  results,  experiments  have,  been  made  upon  some  twenty-five 
models  of  different  forms,  with  L  =  16  feet  and  p  as  great  as  11.25  feet, 
using  heads  up  to  and  in  some  cases  a  little  above  4  feet. 

From  these  experiments  the  factors  by  which  to  multiply  the  com- 
puted discharge  for  a  sharp-edged  weir  of  the  same  L  and  p,  to  give 
the  actual  discharge  over  each  form  of  crest,  have  been  deduced  for  the 
heads  given  in  the  following  tables,  wherein  the  first  column  gives  the 
head  and  the  columns  headed  II  the  multipliers.  To  use  the  tables, 
the  discharge  for  the  weir  of  given  form  should  be  first  computed  as 
for  a  vertical  sharp-edged  weir  of  the  same  height  and  length,  using 
any  of  the  above  formulas,  or  the  tables  on  pages  66,  67,  and  69,  and  the 
resulting  Qs  should  then  be  multiplied  by  the  factor  in  the  proper 
column  under  II,  when  the  accuracy  of  the  result  may  be  expected  to 
correspond  to  that  of  the  first  computation.  So  long  as  the  top  of  the 
weir  is  flat  and  the  up-stream  face  vertical,  it  appears  that  the  factors 
given  should  be  applicable  to  any  height  of  weir,  but  if  the'  up-stream 
face  or  any  part  of  the  profile  up-stream,  from  the  highest  point  of  the 
weir,  is  inclined,  the  factor  will  change  with  the  -height  of  the  weir,  as 
is  shown  by  the  table  for  triangular  weirs. 

On  all  the  models  having  vertical  down-stream  faces,  including 
model  P,  air  was  admitted  to  the  space  underneath  the  sheet.  On 
models  D  and  E.  experiments  were  made  with  the  space  underneath 
the  sheet  unaerated,  so  that  a  partial  vacuum  existed  there,  which 
is  shown  to  increase  the  discharge  about  5  per  cent  at  the  high  heads. 
For  the  weirs  with  inclined  down-stream  faces,  models"  F  to  O  inclusive, 
no  air  was  admitted  under  the  sheet.  A  comparison  of  the  results 
upon  models  G  and  H  shows  the  effect  of  rounding  the  up-stream 
corner  of  this  weir  to  be  an  increase  in  discharge  of  about  4  per  cent 
at  the  high  heads. 


WEIR   DISCHARGE. 


RECTANGULAR  FLAT-TOPPED  WEIRS. 


II 

Multipliers  of  Discharge  over  Sharp-edged  Vertical  Weir  of  Same  L  and  p. 


Head 
in-  Feet, 
h. 

6  = 
0.48  Ft. 

6  = 
0.93  Ft. 

6  = 
1.65  Ft. 

ir'' 

6= 
3.17  Ft. 

6  = 
5.84  Ft. 

6  = 
8.98  Ft. 

6= 
12.24  Ft. 

6= 
16.30  Ft. 

0.5 

0.902 

0.830 

0.819 

0.797 

0.785 

0.783 

0.783 

0.783 

1.0 

0.972 

0.904 

0.8J9 

0.812 

0.800 

0.798 

0.795 

0.792 

1.5 

1.000 

0.957 

0.910 

0.821- 

0.807 

0.803 

0.802 

0.797 

2.0 

1.000 

0.989 

0.925 

0.821 

0.805 

0.800 

0.798 

0..795 

2.5 

1.000 

1.000 

0.932 

0.816 

0.800 

0.795 

0.792 

0*789 

3.0 

1.000 

1.000 

0.938 

0.813 

0.796 

0.791 

0.787 

0.784 

3.5 

1.000 

1.000 

0.942 

0.810 

0.793 

0.787 

0.783 

0.780 

4.0 

1.000 

1.000 

0.947 

0.808 

0.790 

0.783 

0.780 

0.777 

71 
foe 


WEI 


TRIA 


HARGE. 


WEIRS. 


I. 

II. 

Head 
in  Feet, 
h. 

Mulitpliers. 

6=p= 
6.65  Ft. 

b  =  p  = 
11.25  Ft. 

0.5 

1.060 

1.060 

1.0 

1.079 

1.079 

1.5 

1.091 

1.092 

2.0 

1.086 

1.097 

2.5 

1.076 

1.096 

3.0 

1.067 

1.095 

3.5 

1.060 

1.094 

4.0 

1.054 

1.093 

COMPOUND  WEIRS. 
See  opposite  page. 


I. 


Head 


II. 

Multipliers. 


in  Feet, 
h. 

TypeF. 

TypeG. 

TypeH. 

Type  I. 

Type  J. 

TypeK. 

Type  L. 

0.5 

0.964 

0.932 

0.934 

0.968 

0.971 

0.971 

0.971 

1.0 

1.026 

0.982 

1.000 

1.008 

.040 

1.040 

0.983 

1.5 

1.064 

1.015 

1.040 

1.032 

.083 

.092 

1.012 

2.0 

1.066 

1.031 

1.061 

1.041 

.105 

.126 

1.040 

2.5 

1.025 

1.038 

1.073 

1.043 

.118 

.146 

1.057 

3.0 

0.992 

1.044 

1.082 

1.044 

.128 

.163 

1.072 

3.5 

0.966 

1.049 

1.090 

1.045 

.136 

.177 

1.085 

4.0 

0.944 

1.053 

1.097 

1.046 

.144 

.190 

1.097 

72 


WEIR  DISCHARGE. 


V?77r< 


WEIR  DISCHARGE. 

AL    WEIRS?! 


<t 

1    ^^    6;0 * 


I. 

YjT." 

Head 
in  Feet, 

h. 

Multipliers  of  Discharge  over  Sharp-edged  Vertical  Weir  of  Same  L  and  p. 

Type  A. 

TypeB. 

TypeC. 

Type  D. 

D  with 
Vacuum. 

Type  E. 

E  with 
Vacuum. 

0.5 

0.968 

1.060 

1.043 

1.069 

1.088 

1.069 

1.069 

1.0 

1.071 

1.079 

1.040 

1.079 

1.106 

1.079 

1.079 

1.5 

1.077 

1.091 

1.037 

1.084 

1.117 

1.088 

1.092 

2.0 

1.081 

1.096 

1.027 

1.057 

1.092 

1.063 

1.083 

2.5 

,  1.077 

1.093 

1.015 

1.041 

1.079 

1.049 

1.081 

3.0 

1.074 

1.090 

1.005 

1.028 

1.068 

1.039 

1.080 

3.5 

1.071 

1.087 

0.996 

1.018 

1.059 

1.029 

1.079 

4.0 

1.069 

1.085 

0.989 

1.009 

1.051 

1.021 

1.078 

74 


WEIR  DISCHARGE. 
COMPLEX  WEIRS. 


I. 

II. 

Head 
in  Feet, 
h. 

Multipliers. 

TypeM. 

Type  N. 

Type  O. 

Type  P. 

0.5 

0.964 

0.897 

1.095 

0.920 

1.0 

0.965 

0.946 

1.088 

0.915 

1.5 

0.963 

0.999 

1.084 

0.914 

2.0 

0.949 

1.025 

1.069 

0.935 

2.5 

0.933 

1.039 

1.051 

0.950 

3.0 

0.920 

1.052 

1.035 

0.962 

3.5 

0.911 

1.063 

1.024 

0.972 

4.0 

0.903 

1.072 

1.014 

0.982 

THIS  BOOK  IS  DUE  ON  THE  LAST  DATE 
STAMPED  BELOW 

AN  INITIAL  PINE  OP  25  CENTS 

WILL  BE  ASSESSED  FOR  FAILURE  TO  RETURN 
THIS  BOOK  ON  THE  DATE  DUE.  THE  PENALTY 
WILL  INCREASE  TO  SO  CENTS  ON  THE  FOURTH 
DAY  AND  TO  $1.OO  ON  THE  SEVENTH  DAY 
OVERDUE. 


btK    15 


fffl  o 

'  '     •'    ><M 

FEB     8  1939 

*$ 

rxCC.    & 

v1 

%.. 

DEC  UU  193(1             *Ste 

1                   >Hfo 

FEB   6  1942Y 

DEC  22  3939 

DEC   3  1840 


FEB    3  1941 


NOV  22 1941 


LD  21-95m-7/37 


YC    13499 


THE  UNIVERSITY  OF  CALIFORNIA  LIBRARY 


